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Plans (127)
• Job Truss Truss Type Qty Ply POLYGON R50657380 PL17-182_UPPER F01 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 8.110 s Apr 13 2017 MiTek Industries,Inc. Wed May 24 15:23:06 2017 Page 1 ID:5eV?tdjYilz0X2xysiFDVpzsmUO-PmOfoFWTowxf5RNG5_?_RCRnph3dASkOGX1 a_EzDFHJ 1-9-12 I 2-6-0 " Scale=1:17.7 1.5x3 II 3x4 = 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 8 7 3x5= 3x4= 3x4 = 9-8-4 I 0-1 9-6-12 LOADING (psf) SPACING- 1-7-3 CSI. DEFL- in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.17 Vert(LL) -0.01 7 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.16 Vert(TL) -0.06 6-7 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(TL) 0.01 6 n/a n/a BCDL 5.0 Code IBC2012/TP12007 Matrix-R 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, BOT CHORD 2x4 DF No.1&Btr(flat) except 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. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-688/0,3-4=-688/0 BOT CHORD 7-8=0/430,6-7=0/536 WEBS 4-6=-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. eco ,,G E1-w p ¢�� 2v 87022PE r N �N Cy.,Aj, OREGON ti9 UN U AMBER \\ O USA HE��P EXPIRES:06/30/2017 May 24,2017 ®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 Mrrek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTele ei[." 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 ANSITPII 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 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R50657381 PL17-182_UPPER F02 Floor 12 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 8.110 s Apr 13 2017 MTek Industries,Inc. Wed May 24 15:23:07 2017 Page 1 ID:5eV?tdjYiIzOX2xysiFDVpzsmUO-tya10bX5ZE3WjbySfiWDzPzyT4NHvr9AUBn7VN 1zDFHI I "4 I 2-6-0 I Scale=1:23.4 1.5x3 II 4x8 = 1.5x3 II 3x4= 1.5x3 II 3x5 = 1.5x3 II 1 2 3 4 5 6 7 2 11 10 a 9 8k 4x4 = 4x8= 3x8= 3x5= 0-8 13-9-4 0-1-8 13-7-12 Plate Offsets(X.Y)— 111:Edne,0-1-81 LOADING (psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.18 Vert(LL) -0.04 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.26 Vert(TL) -0.09 8-9 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.42 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 Matrix-R 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 purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except 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. 29 T2PE Ny � ti A, OREGON ti9w gj�O.....0 �BER \1o A. HER"c•\P EXPIRES: 06/30/2017 May 24,2017 I IMMO ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. lilt Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek} is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII 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 Citrus Heights,CA 95610 • Job Truss Truss Type Qty Ply POLYGON R50657382 PL17-182_UPPER F03 Floor 22 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 8.110 s Apr 13 2017 MTek Industries,Inc. Wed May 24 15:23:08 2017 Page 1 ID:5eV?tdjYilzoX2xysiFDVpzsmUO-L97QDxXjJXBNLIXfDP1 SWdW78UjxeJIJjrWh27zDFHH 2-1-4 I 2-6-0 Scale=1:25.6 1.5x3 II 4x6 = 1.5x3 II 3x4 = 1.5x3 II 3x8= 1.5x3 II 1L, • 2 3 4 5 6 7 U _04444444444444444044444, 4000000000000000000„,- 0 a5 g TO—.--- - e s 6k 3x5 = 4x8= 3x8 = 3x5 = 01118 15-1-4 I 0-1-8 14-11-12 LOADING (psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.18 Vert(LL) -0.06 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 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 IBC2012/TPI2007 Matrix-R 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, BOT CHORD 2x4 DF No.1&Btr(flat) except 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. <�_0 pROPeo ,N..7tv tiNG�NEC'4 X02. 870 2PE 9r cv y��'0j, OREGON ri, OWN �On�ME3ER \� S A. HE; EXPIRES:06/30/2017 May 24,2017 1 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7173 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 �N�11 AiTek' 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 ANSITfP11 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 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R50657383 PL17-182_UPPER F04 Floor 6 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 8.110 s Apr 13 2017 MiTek Industries,Inc. Wed May 24 15:23:08 2017 Page 1 ID:5eV?tdjYilz0X2xysiFDVpzsmUO-L97QDxXjJXBNLIXfDP1 SWdW7EUkiel8JjrWh27zDFHH Q-0-9 2-6-0 Scale=1:22.6 5x8= 1.5x3 II 1.5x3 II 3x4 = 1.5x3 II 3x6 = 1.5x3 II 1 2 3 4 5 6 7 • 4-....„,,,,,...„,,,,,,_,,,,,,..,„,,,,,,,,_....: i '7' k °tea ° 11 10 9 8 5x5 = 4x8= 3x6 = 3x4 = 01118 13-4-0 I 0-1-8 13-2-8 Plate Offsets(X,Y)— f11:Edoe,0-1-81 LOADING (psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.18 Vert(LL) -0.04 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 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/TPI2007 Matrix-R 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, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF 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. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-899/0,34=-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. ���S P R QFFss �� .NGINE*'S' /02 ° 87022P yr y 'CC%-oj, OR GON tis Zti �C ZcMBER \\ �O �S A,. HER\P EXPIRES:06/30/2017 May 24,2017 i I imll ®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 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 F4'Tgk° is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 11 R. fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPII 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 Citrus Heghts,CA 95610 Job Truss Truss Type Qty Ply POLYGON R50657384 PL17-182_UPPER F05 FLOOR GIRDER 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 8.110 s Apr 13 2017 MiTek Industries,Inc. Wed May 2415:23:09 2017 Page 1 I D:5eV?tdjYi lzOX2xysiFDVpzsm UO-pLhoRHYL4rKEyv6rm7Yh3g3D Pu 1 wNjOSyVGEbZzD FH G I 1-10-4 I 2-6-0 Scale=1:25.1 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 a 0 m N- e e- a 10 e 9 e 4x8 = 4x10= 4x8= 4x8= I 15-14 I 15-1-4 Plate Offsets(X,Y)— f1:Edoe,0-1-81,r8:Edae,0-1-81,f11:Edae,0-1-81 LOADING (psf) SPACING- 1-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.47 Vert(LL) -0.09 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.44 Vert(TL) -0.15 9-10 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.52 Horz(TL) 0.04 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 Matrix-R 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, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=1049/0-5-8,8=1092/0-5-8 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2144/0,34=-2144/0,4-5=-2274/0,5-6=-2274/0 BOT CHORD 10-11=0/1265,9-10=0/2471,8-9=0/1569 WEBS 6-8=-1819/0,6-9=0/823,5-9=-278/0,4-10=-382/0,3-10=-307/0,2-10=0/1027,2-11=-1603/0 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 13-2-8,152 lb down at 2-3-0,117 lb down at 1-5-7,112 lb down at 3-0-10,112 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 118 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). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 G`EED PR OFk Uniform Loads(plf) <C GINE s/ Vert:8-11=-5,1-7=-50 �,�� �N F,4 p� Concentrated Loads(Ib) Vert:6=-112(F)3=-112(F)2=-152(F)12=-117(F)13=-112(F)14=-112(F)15=-112(F)16=-112(F)17=-112(F)18=-152(F) I .' 870 2 P E r 19=-118(F) N N> N g• �'oj, OREGON q, <v 'PO AMBER \\ 'r �s A. HER'0P EXPIRES:06/30/2017 May 24,2017 e A WARNING-Verily 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 building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPI1 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 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R50657385 PL17-182_UPPER F06 FLOOR GIRDER 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 8.110 s Apr 13 2017 MiTek Industries,Inc. Wed May 24 15:23:09 2017 Page 1 ID:5eV?tdjYi Iz0X2xysiFDVpzsm UO-pLhoRHYL4rKEyv6rm 7Yh3g3Ij u4eNn8SyV G EbZzDFHG I 1-10-4 I 2-6-0 I Scale=1:25.1 3x4 I I 3x5 = 1.5x3 I I 3x4= 1.5x3 II 3x4= 3x4 II 1 2 3 4 5 6 7 •a e, e e 0 e a -, e 3x6 = 3x6 = 3x6= 3x6= I 15-1-4 I 15-1-4 Plate Offsets(X,Y)— (1:Edoe,0-1-81 LOADING (pst) SPACING- 1-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.13 Vert(LL) -0.04 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.20 Vert(TL) -0.07 8-9 >999 360 BCLL 0.0 Rep Stress Incr NO WB 026 Horz(TL) 0.01 8 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 Matrix-R 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, BOT CHORD 2x4 DF No.1&Btr(flat) except 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 Uplift 11=-122(LC 6),8=-122(LC 7) Max Gray 11=487(LC 3),8=487(LC 2) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-262/262,2-3=-957/163,3-4=-957/164,4-5=-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)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 11=122,8=122. 3)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 plf. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0.131"X 3")nails. C[� P R O�` p`r sS tee/j/t:44,44. Strongbacks to be attached to walls at their outer ends or restrained by other means. ��(\� �N�'I1vEE9 (Si- (;‘. /1,0. 87022PE cv y �A), OREGO 90 LY 'PO 'MBER \\ �4 �`) A, HEo'P EXPIRES: 06/30/2017 May 24,2017 8 _ I r ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mfl-7473 rev.10/032015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,notMI 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 ANSIRP11 Quality Criteria,DSB-99 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R50657386 PL17-182_UPPER F07 Floor 4 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 8.110 s Apr 13 2017 MiTek Industries,Inc. Wed May 2415:23:10 2017 Page 1 ID:5eV?tdjYilz0X2xysiFDVpzsmUO-HXFAedZzr9S5a3h1 KgSwb2bTglSy611cA9?o7OzDFHF I 0-11-42-6-0 I 1 1.5x3 II 2 3x4 = 31.5x3 II Scale=1:11.1 II III.1 II II EN II I illIllIllikhh6 I NWA ME mil ME 5 �/ 3x4= 3x4 = q-14 3 I 1 1� 3-6-12 LOADING (psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.17 Vert(LL) 0.00 5 """" 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.07 Vert(TL) -0.02 4-5 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TP12007 Matrix-P Weight:20 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-8-4 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except 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. '\<c,\1/4 PROFFS 4c 870 2PE r -v �4j, OREGON r;) <vN �On AMBER \'‘ O OS A. H -3 EXPIRES: 06/30/2017 May 24,2017 e I ®WARNING-Verily 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,notPM 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 !Mel( 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/7PI1 Quality Criteria,DSB-99 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Hecihts.CA 95610 Job Truss Truss Type Qty Ply POLYGON R50657387 PL17-182_UPPER FO8 Floor 14 1 Job Referencelootional) Pacific Lumber&Truss Co., Beaverton,Oregon 8.110 s Apr 13 2017 MiTek Industries,Inc. Wed May 2415:23:10 2017 Page 1 ID:5eV?tdjYilzOX2xysiFDVpzsmUO-HXFAedZzr9S5a3h1 Kg3wb2bSIIT761ccA9?o7OzDFHF I 2-6-0 0-11-12 I I 0-6-12 4.41= 1 1.5x3 II 2 3x4= 3 3x4 II 4 Scale=1:11.1 J - a 7 S 5 1.5x3 II 3x4 = 43-104 3-7-4 3r8-12 I 4-6-8 3-7-4 1-$ 0-8-4 0-1-8 Plate Offsets(X.Y)— 14:0-1-8,Edael LOADING (psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.21 Vert(LL) 0.00 7 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 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/TPI2007 Matrix-P 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, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (Ib/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 Vert:5-7=B,1-4=-8o s: - P R OF�Ss Concentrated Loads(lb) �Cj �tJGINEF0 /O Vert:4=-125(F) ,� 2 `r 870 2PE ter' y N�A�, OREGON rf OILS �O �wBER \1 ' OSA HE EXPIRES:06/30/2017 May 24,2017 t _. / 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 the design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiT®k} 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/TPN Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R50657388 PL17-182_UPPER F09 Floor 15 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 8.110 s Apr 13 2017 MTek Industries,Inc. Wed May 2415:23:11 2017 Page 1 I D:5eV?tdjYiIz0X2xysiFD V pzsm U O-IkpYszaccSaxCC G EuXa98F8c7ipdrinlPPl LfSzD FH E I 2S0 I 0-5-12 I I 0-6-12 4v41= 1 1.5x3 II 2 44= 3 3x4 II q Scale=1:11.1 1.5x3 II 7 6 5 3x4= 4 I 31-4 3t2-1Y I 4-0-8 3-1-4 1 0-8-4 0-1-8 Plate Offsets(X.Y)— f4:0-1-8.Ednel LOADING (psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.20 Vert(LL) 0.00 7 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.04 Vert(TL) -0.01 6-7 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.06 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 Matrix-P Weight:27 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 4-0-8 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except 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 P R Uniform vert 5-7=-8,1-4=-80 CoS- GlNE f�sSi Concentrated Loads(Ib) ', !GN FR ', Vert:4=-125(F) , 87022PE r u<e‘C.44-‘4"sicv y �Aj, OREGON r5 ZU 9b cc IBER 1"\ \- OS A. HEck EXPIRES:06/30/2017 May 24,2017 i t M ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10103/2015 BEFORE USE. ili Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not Y 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 Wek' 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/TPII 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 Citrus Heiohts.CA 95610 Job Truss Truss Type Qty Ply POLYGON R50657389 PL17-182_UPPER F10 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 8.110 s Apr 13 2017 MiTek Industries,Inc. Wed May 24 15:23:11 2017 Page 1 ID:5eV?tdjYi Iz0X2xysiFDVpzsmUO-IkpYszaccSaxCCGEuXa98F8dYip V rltIPplLfSzDFHE 1 0-5-4 1 2-6-0 I 1 1.5x3 II 2 4x4= 3 1.5x3 II Stale=1:11.2 • 5 4x4 = 3x4 = VII 3-2-4 1 3-0-12 Plate Offsets(X,Y)— I5:Edge,0-1-81 LOADING (psf) SPACING- 1-7-3 CSI. DEFL. in (Ioc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.17 Vert(LL) 0.00 5 "'• 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.05 Vert(TL) -0.01 4-5 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TP12007 Matrix-P 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, BOT CHORD 2x4 DF No.1&Btr(flat) except 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. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)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. ���Ep PR OFFS, wc`� �Nc i NE�`4 /`2 87022PE vt! y SAT OREGON rp �ti "P l''AMBER 1\ �O EXPIRES:06/30/2017 May 24,2017 I I wow ®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 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 �Yf d IliT k" 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/TPII 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 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R50657390 PL17-182_UPPER Ell Floor 33 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 8.110 s Apr 13 2017 MiTek Industries,Inc. Wed May 24 15:23:12 2017 Page 1 ID:5eV?tdjYilz0X2xysiFDVpzsmUO-EwNw3JbENm iopMrQSF6OgSgo854ya79veTUuBuzDFHD 1-11-4 I 2-6-0 I Scale=1:25.4 1.5x3 II 4x6= 1.5x3 II 3x4 = 1.5113 II 3x8= 1.5x3 11 1 2 3 4 5 6 7 0 • 01 10 e 9 8 3x5 = 4x8= 3x8= 3x5 = 01118 14-11 0 14-9-12 LOADING (psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.18 Vert(LL) -0.06 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 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/TP12007 Matrix-R 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, BOT CHORD 2x4 DF No.1&Btr(flat) except 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. (lb)-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. ���EO PROFFS ��Co <c,N- �R s/��9 87022PE r (11%.6464 IV - - OREGON c 1t/ �O AMBER \\ �O OS A, HO; EXPIRES:06/30/2017 May 24,2017 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.104132015 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 6 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 ANSVTPII 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 Citrus Heiohts,CA 95610 Job Truss Truss Type Qty Ply POLYGON R50657391 PL17-182_UPPER F12 Floor 24 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 8.110 s Apr 13 2017 MTek Industries,Inc. Wed May 2415:23:13 2017 Page 1 ID:5eV?tdjYilz0X2xysiFDVpzsmUO-i6xJGebs84gfRWQc?yddDgDz1 VSrJbX2t7ESkKzDFHC I 0-10-0 I I 2-6-0 Scale=1:19.2 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 4x4 2 3 4 5 • o e e ab 10 9 8 7 4x5= 3x5 = 1.5x3 11 3x4 = I 11-4-0 11-4-0 Plate Offsets(X,Y)— I1:Edoe,0-1-81 LOADING (psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.18 Vert(LL) -0.02 8 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.19 Vert(TL) -0.07 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.30 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012l1-P12007 Matrix-R Weight:56 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, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10=493/0-4-0,7=493/0-1-8 FORCES. (lb)-Max.Comp,/Max.Ten.-All forces 250(lb)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=-567/0,1-9=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. kV-% P R Open s 7431 coN -11 �'2 87022PE17. v� SAT GREGO AMBER \\ qO A. HER�P EXPIRES:06/30/2017 May 24,2017 e I AWARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 51I1-7473 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 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 ANSVTPN Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R50657392 PL17-182_UPPER F13 FLOOR GIRDER 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 8.110 s Apr 13 2017 MiTek Industries,Inc. Wed May 24 15:23:13 2017 Page 1 ID:5eV?tdjYi lzOX2xysiFDV pzsm U O-i6xJGebs84gfRWQc?yddDgDzEVNdJSJ2t7ESkKzDFHC I 1-2-12 I 1-10-0 1 1 1-8-8 I Scale=1:24.8 3x4 II 6x12 = 3x4 II 3x4= 1.5x3 II 3x4= 1.5x3 II 4x8= 3x4 II 1 2 3 4 5 6 7 8 9 il/ .N.N.-•/ NO 7 z j 0 e C.0 y / e o- e e > 13 a 12 11 • 5x8 = 6x16= 3x5= 4x10 = 4x6= I 14-11-4 I 14-11-4 Plate Offsets(X.Y)— f1:Edge,0-1-81,f10:Edae.0-1-81,I14:Edae.0-1-81 LOADING (psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.16 Vert(LL) -0.08 12 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.46 Vert(TL) -0.13 12-13 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.89 Horz(TL) 0.04 10 n/a n/a BCDL 5.0 Code IBC2012/1P12007 Matrix-R Weight:80 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, BOT CHORD 2x4 DF No.1&Btr(flat) except 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(lb)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(plf) Vert 10-14=-8 Concentrated Loads(b')19 60 <ti��G,N0„s FfiS6, Vert:3=-825(F) ��\� tiN F9 OL '- 87O22PE �r- CP .114-4tN ySAT OREGON q, <v� �C/ AMBER \i . "/ ..\ HE�\4P EXPIRES: 06/30/2017 May 24,2017 ®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 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 TPFI 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 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R50657393 PL17-182_UPPER F14 FLOOR GIRDER 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 8.110 s Apr 13 2017 MiTek Industries,Inc. Wed May 24 15:23:14 2017 Page 1 ID:5eV?tdjYi Iz0X2xysi FDVpzsm UO-AJVhU_cUvNyW3g_oZg8smtm5ovlE2?fB5nz?GnzD FHB I 1-8-4 I 2-6-0 Scale=124.8 3x4 II 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 o •a 0 e a a �e e e ,111, `Vx`J 10 9 4x6 = 4x10= 4x8= 4x6= I 14-11-4 I 14-11-4 Plate Offsets(X,Y)— 11:Edcie,0-1-81,1B:Edcie.0-1-8) LOADING (psf) SPACING- 1-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.37 Vert(LL) -0.07 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 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/TP12007 Matrix-R 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, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=873/0-5-8,8=833/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1758/0,3-4=-1758/0,45=-1867/0,5-6=-1867/0 BOT CHORD 10-11=0/921,9-10=0/2041,8-9=0/1245 WEBS 6-8=-1444/0,6-9=0/726,410=-331/0,3-10=-308/0,2-10=0/977,2-11=-1209/0 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 13-3-0,100 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 �EQ PROFc el Uniform Loads(plf) voll Vert:8-11=-5,1-7=-50 �Co NGIlV,6F . 4..) Concentrated Loads(Ib) ��? 9 - Vert:6=-89(B)4=-89(B)12=-100(B)13=-95(B)14=-129(F)15=-89(B)16=-89(B)17=-89(B)18=-129(F) 87022PE / r y �'oj, OREGON cp, 11.,N "POnSMBER .\\ d4 HER EXPIRES: 06/30/2017 May 24,2017 e e A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10103/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not Pill. 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 MilT e k" 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 ANSIRPl1 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 Citnis Heights.CA 95610 1 Job Truss Truss Type Qty Ply POLYGON R50657394 PL17-182_UPPER F15 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 8.110 5 Apr 13 2017 MiTek Industries,Inc. Wed May 2415:23:14 2017 Page 1 ID:5eV?tdjYilz0X2xysiFDVpzsmUO-AJVhU_cUvNyW3g_oZg8smtm8ovoZ24oB5nz?GnzDFHB 1-5-12 I 2-6-0 Scale=1:17.1 1.5x3 II 3x4= 1.5x3 II 3x4 = 1.5x3 II 1 2 3 4 5 3(� 3x5 3x4= 3x4 = 9-4-4 I 0-1 9-2-12 LOADING (psf) SPACING- 1-7-3 CSI. DEFL. in (loc) l/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.17 Vert(LL) -0.01 7 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.15 Vert(TL) -0.07 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/TPI2007 Matrix-R Weight:46 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, BOT CHORD 2x4 DF No.1&Btr(flat) except 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(lb)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 4-6=-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. ���ED co P R QF�ss `z' 87022PE -4::-_, f :‘1 W' 1GN ) 9O, FMBER 11 O USA He EXPIRES:06/30/2017 May 24,2017 I I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK 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 1V111 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 ANSUTPII 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 Citrus Heights.CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 4 offsets are indicated. I (Drawings not to scale) Damage or Personal Injury r��IEDimensions 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. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. 2. Truss bracing must be designed by an engineer.For U_/18IrP'flA wide truss spacing,individual lateral braces themselves MIIUM 161-C may require bracing,or altemative Tor I _, pbracing should be considered. 1111115113511P 111111,11110 O3. Never exceed the design loading shown and never ifrrA d stack materials on inadequately braced trusses. O 4. Provide copies of this truss design to the building C7-8 c6-7 csa F designer,erection supervisor,propertyowner and For 4 x 2 orientation,locate BOTTOM CHORDS all other interested parties. plates 0- /,d'from outside 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 12.Lumber used shall be of the species and size,and in at respects,equal to or better than that �� Trusses are designed for wind loads in the plane of the specified. �� Indicated symbol shown and/or truss unless otherwise shown. by text in the bracing section of the 13.Top chords must be sheathed or purlins provided at output. Use se T or I bracing spacing Indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs relyon lumber values 14.Bottom chords require lateral bracing at 10 ft.spacing, g or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. I Indicates location where bearings 18.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. ikMiliP reaction section indicates jointIIMM III III 111 number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. NM inle....".—_-. ir 40 18.Use of green or treated lumber may pose unacceptable . environmental,health or performance risks.Consult with project engineer before use. Industry Standards: 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. alert is not sufficient. BCSI: Building Component Safety Information, Ie 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:Mil-7473 rev.10/03/2015 MiTeke MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: ERT AREA 3 LOTS 9-13 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: K3235731 thru K3235799 My license renewal date for the state of Oregon is December 31,2017. c.0 PRO Fes, ANG IN4-444 89200PE 9r F OREGON 40 1.4* 14.2a� Pi fl R11- '' May 24,2017 Baxter,David IMPORTANT NOTE:Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. This design prepared from computer input by - Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 8.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cpl=1.00 TC: 2x4 KDDF Al&BTR LOAD DURATION INCREASE = 1.15 1-2=(0) 0 1-6=(0) 0 BC: 2x4 KDDF kl&BTR SPACED 24.0" O.C. 2-7=(0) 0 5-7=(0) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"00. SON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS SIZE SO.IN. (SPECIES) TOTAL LOAD = 45.0 PSF 0'- 0.0" 0/ OV 0.00" 0.00 -§+@ ( 0) 6'- 10.5" 0/ OV 0.00" 0.00 -.§+8 ( 0) LL = 25 PSF Ground Snow (Pg) 7'- 0.5" 0/ OV 0.00" 0.00 r0+@ ( 0) Unbalanced live loads have been 20'- 8.0" 0/ OV 0.00" 0.00 -8+8 ( 0) considered for this design. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. GABLE END TRUSS ON CONTINUOUS BEARING WALL UON.M-1.5x3 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 OR EQUAL TYPICAL AT STUD VERTICALS.REFER TO STANDARD AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.000" @ -1'- 6.0" Allowed = 0.150" GABLE END DETAIL FOR COMPLETE SPECIFICATIONS. MAX TL DEFL = 0.000" @ -1'- 6.0" Allowed = 0.200" 11-02-12 9-OS-09 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.344" MAX TL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.458" 1' 1' '1 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.008" 20-08 MAX TL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.011" f MAX LL DEFL = 0.000" @ 11'- 2.8" Allowed = 0.681" 12 12 MAX TL DEFL = 0.000" @ 11'- 2.8" Allowed = 0.908" 6.00 I I M-4x9 12 6.00 SEASONED LUMBER IN DRY SERVICE CONDITIONS 2 -1 Design conforms tom in windforce-resisting NOTE:DESIGN ASSUMES SHEATHING system and components and cladding criteria. TO ONE FACE. 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, Truss designed for wind loads in the plane of the truss only. -! m 0 I / m - ol m e -/rl o is I 1 ,-i 7 r o cdo 4 56 6-08-12 13-11-09 Jr Jr Jr Jr 1-06 6-10-08 13-09-08 Jr Jr PR(Ft�7-00-08 0-02 13-07-08 kt " y ), 4MGINEk �/ CYt © 1-06 20-08 �,,,_41,/ 89200PE vr- JOB NAME : AMERICAN MODERN STEP 5 PLEX - Al Scale: 0.2959 '"" ImpWARNINGS: GENERAL NOTES, mien onlOspanoted. 'y'�� , OREGON _ 4�: 1.Builder and erection contractor should be advised or all General Notes 1.Thle design Ie based only upon the parameters shown and Is for an individual Truss: Al and Warnings before construction commences, building component.Appllcabillty of design parameters end proper �} 20\ 2.2a4 compression web bracing moat be installed where Mown+. Incorporation of component Is the responsibility sane buiWng designer. <0 "7}' 14 3.Additional temporary bractng to Inure stability during conNrochon 2.Dsslgn assumes the top and bottom chords to be laterally braced et �.l Ie the responsibility of gra erector.Additional permanent bracing of Y o.c.and at IS o.c respectively unless braced throughout their length by res R 1 LV DATE: 5/24/2017 me overall structureis me re .Ie r the building a. continuous sheathing each as plywood sheathing(TG)andror drywai(Bc). (y epos Nly o g signer. 3.D:Impact bridging or lateral!treeing required where shown++ SEQ.: K3 2 3 5 7 3 1 4.No road should be applied to any component until ager all bracing and 4.Installation of buss Is the reaponsibMty ohne respective contractor. regents are complete and at no nee should any loads greater than 5.Deign assumes trusses are to be used Ina non-oorroste environment, TRANS I D• LINK design loads be applied to any component end ere for"dry condition"51 use. 5.CompnTrus has no control over and assumes no responsibility for the 6.Design assumes NA bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2017 1 / 1/l3/1 7. fabdadon,handling,shipment and ledaliallon of components. ry' II L.11 7.Design latess1umelc ed en drainage is provided. May 24,2017 8.This design b furnished subject to the limitations set forth by 8.plates shall be located on both faros of trace,and plead so melt venter TPLWTCA in SCSI.copies of which MI be furnished upon request. lines coincide with joint anter lines. s. MITek USA Inc./Cam uTrus Software 7.6.81L E10.ForDigbasic conecceopte date mignhal P ( .Forbaskcate size pleatdi incvaluta lie ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- B.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 RODE 016BTR LOAD DURATION INCREASE = 1.15 1- 2=( -3) 97 8- 9=(-117) 147 8- 2=(-1113) 276 4-13=(-500) 179 BC: 2x9 KDDF k1&BTR SPACED 24.0" O.C. 2- 3=(-1006) 176 9-11=( -3) 17 2- 9=( -130) 882 13- 5=(-117) 575 WEBS: 2x9 RIDE STAND 3- 4=(-1403) 299 11-12=( 0) 0 9- 3=( -598) 183 13- 6=(-279) 123 LOADING 9- 5=(-1001) 294 10-13=(-237) 1217 9-10=( -196) 916 6-14=(-131) 138 TC LATERAL SUPPORT<= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-1008) 262 13-14=(-183) 1036 3-10=( -74) 926 14- 7=(-153) 987 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1207) 237 14-15=( -27) 66 11-10=( 0) 52 7-15=(-890) 211 TOTAL LOAD = 45.0 PSF 10- 9=( -5) 218 OVERHANGS: 18.0" 0.0" LL = 25 POE' Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For hanger specs. - See approved plans LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -146/ 1142V -140/ 1438 5.50" 1.83 REEF ( 625) 19-3x4 where shown; Jts:2-4,6-7,14 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 20'- 8.0" -145/ 930V 0/ OH 5.50" 1.49 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP ICOND. 2: Design checked fox net(-7 psf) uplift at 24 "oc spacing.1 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.009" @ -1'- 6.0" Allowed = 0.150" MAX TL DEFL = -0.011" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = 0.036" @ 6'- 8.8" Allowed = 0.987" 11-02-12 9-05-04 MAX TL DEFL = -0.060" @ 6'- 8.8" Allowed = 1.317" .r f 1 SEASONED LUMBER IN DRY SERVICE CONDITIONS 3-07 3-03-084-04-04 4-05 5-00-04 MAX HORI Z. LL DEFL = -0.017" @ 20'- 6.3" 4 1/ 4 1 f MAX HORIZ. TL DEFL = 0.028" @ 20'- 6.3" 12 12 6.00 IIM-4x4 Q 6.00 Design conforms to main indforce-resisting 4.0" system and componentsand cladding criteria. 5 .f-,( 1044%14Wind: 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 in the plane of the truss only. 3 r 111111111111111110 �o m i 2 c 1 i�>.�l1'0 N 13r 14 **e:::::MMEMEMIgMMEMMEMMIMMIMMEIg :.01-1 i M-3x8 M-1.5x3 1. 7 8 • 9 M- Xtl ' M-1.5x3 M-3x8 M-1.5x3 1 1 l . l 1 3-05-04 3-03-08 4-06 4-08-08 4-08-12 ; . l Y 1-06 6-10-08 13-09-08 y 7-00-08 0-02 13-07-08 y ��'�c.'`�GIN�F�t90 20-08 �� :9200PE. JOB NAME : AMERICAN MODERN STEP 5 PLEX - A2 , Scale: 0.2586le . 4APP. WARNINGS: GENERAL NOTES, anise.eth.n'.l.a 551st "p OREGON �R' 1Builder and erection contractor should be advised of el General Notes 1.ThIs design Is based onIp upon the parameters Moxa and Is for an Individual . Truss: A2 and Warnings before construction commences, balding component.Applicability of design parameters and proper z zea compression web breaks mar be Installed where shown 5. Inarparanen of component le the responsibility of me building designer. "/ "6" 14. r�©'�' " 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the lap and bottom chords to be laterally braced et v{')! Is the respoalbSty of the erector.Additional permanent bracing of 2'c.c.end at 10'a.e respectively anises braced throughoutthroughouttheir length by 41E" V.�'�V.,,V1 e continuous rrosmkg such as plywood heaths g(7C)and/or drywal(BC). DATE: 5/24/2017 the secret structure la the responsibility of the building designer. 3.d Impact bridging or lateral bracing required where shown** S EQ.: K3 2 3 5 7 3 2 4.No load should be applied to any component until after all bradrg and 4.Installation of truss la the responsibility of the respective contractor. faMenera ere compete end et no time should any loads greater than 5.Design aaaumes trusses are to be used Ina non-corrosive environment, design bads be applied to any component. end are for"dry condition"of use. TRANS I D: LINK 5.Compared has no control over and assumes no raeponsibtty kr the 6.Daren assumes al baaeng et al supports Shim or wedge If EXPIRES: 12/31/2017 febrkaBon,handling,shipment and Installation of components. 7.Design saumes adequate drainage is provided. May 24,2017 8.This design le furnished subject to the limitations sat forth by 8.Plates shall be bated on both facet of imus,and placed so their anter TP WJfCA In SCSI.apes of which will be furnished upon request. Iinea colndde with Joint anter Enos. MITek USA.Inc./Com Trus Software 9.Digits indicate sire of plate In inches. W 7.6.8 1 L E( 10.For bask connector pale design values see ESR-1311,ESR-1988(Parfet) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 5.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cit=1.00 TC: 2x4 KDDF N16BTR LOAD DURATION INCREASE = 1.15 1- 2=( -930) 176 7- 8=(-106) 139 7- 1=(-892) 194 13- 5=(-315) 122 BC: 2x4 KDDF 41&BTR SPACED 29.0" O.C. 2- 3=(-1272) 263 8-10=( -44) 215 1- 8=(-141) 842 5-17=) -96) 139 WEBS: 2x4 KDDF STAND 3- 9=( -958) 239 10-11=( -42) 203 8- 2=(-533) 158 17- 6=(-150) 978 LOADING 4- 5=( -965) 256 9-12=(-164) 898 8- 9=(-135) 634 6-18=(-883) 208 TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)001) 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-1196) 233 12-13=(-189) 1000 2- 9=( -59) 334 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 11-14=( -17) 101 10- 9=( 0) 117 TOTAL LOAD = 95.0 PSF 13-15=(-162) 923 9- 3=( 0) 169 Unbalanced live loads have been 19-16=( 0) 0 3-13=(-404) 147 considered for this design. LL = 25 PSF Ground Snow (Pg) 15-17=(-180) 1024 11-12=( 0) 108 17-18=( -27) 66 13- 9=(-112) 537 en For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 19-15=( 0) 86 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -143/ 919V -138/ 1306 5.50" 1.97 KDDF ( 625) 20'- 5.0" -143/ 919V 0/ OH 5.50" 1.97 KDDF ( 625) 10-11-12 9-05-04o0 �COND. 2: Design checked for net(-7 psf) uplift at 24 spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 3-04 3-03-08 4-04-04 4-05 5-00-04 MAX LL DEFL = 0.034" @ 12'- 8.2" Allowed = 0.975" '' 4' 4' 4' 4' 'f MAX TL DEFL = -0.064" @ 12'- 8.2" Allowed = 1.300" 12 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 6.00 p IIM-4x4 '7:16.00 MAX HORIZ. LL DEFL = -0.014" @ 20'- 3.3" 4.0" MAX HORIZ. TL DEFL = 0.029" @ 20'- 3.3" 01Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, M-3x9 M-3X4 (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 3 End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x9 2 14.1.11X10°1111 M-3x9 M-3x9 q� m1 � �Ifoiiii......„ a0m7[ ��i Z ,' of ' ! ; N4 18 '�CO oM-4x8 1 M-4x6 M-1.5x3 N .0 V - T X Z o 7"a 8 M-94116 M-3x5 M-4i5 "0 M-1.5x3 M-3x8 M-3x5 M-3x5 M-3x5 y 1 l l l l l l 3-02-04 3-03-08 2-07 1-11 1-08-08 3-00 4-08-12 l y )• ), 6-07-08 13-00 6-04-08 13-09-08 7 OS y .�(',,�c9 PRGFtss GINS / l 20-os )' C * �'9 qk 89200PE r' JOB NAME : AMERICAN MODERN STEP 5 PLEX - A3 _., Scale: 0.2749 . - IM CC WARNINGS: GENERAL NOTES, othervAse IP OREGON to 1,Builder and erection contractor should be advised of all General Notes t This design Is based only upon the parparameters Moven and b bran Individual Truss: A3end Warnings before construction commences. building component.Applicability of design parameters and proper 2 2a4 compression web bracing must be Installed where shown r. 2 Incorporation mistimes the top componente isthe chords i bactleler laterally dnes aginer. /0 ♦ �' 14 © Q 3.Additional temporary bracing to locate stability during conebnation 7 c.c.and at 10 o.n respectively unless braced throughout their length by //� QT Ie the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). - !�/IMO- DATE: 5/29/2017 the overall structure 4 the responsibility or the building designer. a:2a Impact bridging or lateral bradng required where shown.. SEQ.: 1<3 2 3 5 7 3 3 4.No load should be applied to any component until aper all bracing and 4.Inatapatlon of truss is the responsibility of the respective contractor. fasteners are compete and at no time should any bads greater than 5.Design assumes trusses are to be used Ina non-oorroeive environment, TRANS I D• LINK design roads be applied to any component. and are for"dry nondillen"of use. 5.CampuTtu.he,no control over and assumes no responsibility ler m. 6.Deign assumes roll bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2017 fabrication,handling,shipment and installation of components. nary. 8.Pedgnassumes adedobothdrainage loprovided.s,en May 24,2017 8.This design le furnished subject b the Nmllatiou eel forth by S.Plates shall be rotated on both faces of truss,end proud w their Amer TP WVFCA In SCSI,copies of whkh w1I be furnished upon request. lines coincide with Joint center linea. uTrus Software 7.6.8111_}.E 9.Digits indicate size of plate b inches. MiTek USA,Inc./Com P10.For bask connector plate design values see ESR-1311,ESR-1988(MMM) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 5.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-1085) 208 6- 7=(-146) 149 6- 1=(-874) 205 8- 4=(-158) 106 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=( -844) 290 7- 8=(-209) 920 1- 7=(-136) 903 4- 9=(-269) 159 WEBS: 2x9 ROOF STAND 3- 4=( -829) 237 8- 9=(-157) 751 7- 2=(-135) 162 9- 5=(-134) 798 LOADING 4- 5=( -881) 188 9-10=( -32) 47 2- 8=(-333) 138 5-10=(-879) 208 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 8- 3=( -93) 398 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 95.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M-3x9 where shown; Jts:1-2,4-5,7,9 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For lean ger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -143/ 919V -151/ 168H 5.50" 1.47 KDDF ( 625) 20'- 5.0" -143/ 919V 0/ OH 5.50" 1.47 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 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/290, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.023" @ 5'- 7.7" Allowed = 0.975" MAX TL DEFL = -0.038" @ 5'- 7.7" Allowed = 1.300" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.007" @ 20'- 3.2" 10-11-12 9-05-04 MAX HORIZ. TL DEFL = 0.012" @ 20'- 3.2" 1' T '1 Design conforms to main windforce-resisting 5-08-08 5-03-04 4-06 4-11-04 system and components and cladding criteria. f T f f f Wind: 140 mph, h=22.6ft, TCDL=6.0,BCDL=6,0, ASCE 7-10, 12 12 6.00 IIM-4x4 12 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 4.0" End vertical(s) are exposed to wind, 3 ,f-yy Truss designed for wind loads NN in the plane of the truss only. 0 11111111111P4 21� 5 i 1 f N co i 104J1AI10f M-1.5x3 0.25" M-1.5x3 M-5x8(S) J: l l l l y� n r 5-05 5-06-12 4-09-08 4-07-12 4 � rRvF`st l 20-05 y to c� le,, R / fir CC :9200P JOB NAME : AMERICAN MODERN STEP 5 PLEX - A4 ✓ , __ Scale: 0.2994 t� 4L. RAI WARNINGS: GENERAL NOTES, unless atherwiae noted: 7 ,OREGON J4/ 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameter.shown and R for an Individual /Oy Truss: A4 end Warnings before construdion commences.. building component.Applicability of design parameters and proper �} 2,284 compression web bracing must be Metalled where shown« incorporation of component Is the roaponaHlity of the building designer. �/"s `7 1* A 3.Additional temporary bracing to Insure stability during construction 2.Dsalgn assumes the lop and bottom chorda to be laterally breutl et V Y ('�. h the responsibility of the erector.Atldttional permanent bndng of 2'o c.and et 70 o.c.raepedNely unless bncod throughout their length by 1 DATE: 5/24/2017 me overall structure n the r.aponalbwlty of the building designer. 3.2v Impactsbriddgi aloe Wend as woodsheathing(TC) lr an ec coo.drywen(Bc). + R A"I`y' SEQ.: K3235734 4.No bad should be applied to any oomponentuntil after all bracing and 4.lnalelalon of toss stirs rosysnalbtity of fir.respentlos osntnador. fasteners are complete and at no time should any loads greater than 5.Design assumes bosses are to be used Ina non-corrosive environment, design loads be applied to any component. and are for"dry condition.'of use. TRANS I D: LINK E.Design assumes m8 bearing at ail supports.hood.Shim or wedge H 5.CompuTmghasnocontroloverandassumesnoresponsibilityforthe ,aary. EXPIRES: 12131/?017 fabrication,handling,ehipment and installation of component.. 7.Design assumes adequate drainage is prodded. May 24,2017 8.This design is furnished gabled to the limitations set forth by 8.Plates shaft be boated on both faces of truss,and placed so Meir center TPWWICA In BCSI,copies of whkh we be fumlehed upon request. lines coincide with)old center linea 9.Digks indicate size of plate In Indies. MiTek USA,Inc./CompuTrus Software 7.6.8(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'- 8.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #158TR LOAD DURATION INCREASE = 1.15 1-2=(0) 0 1-6=(0) 0 BC: 2x4 KDDF #168TR SPACED 24.0" O.C. 2-7=(0) 0 5-7=10) 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 BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 45.0 PSF 0'- 0.0" 0/ OV 0.00" 0.00 -,§+@ ( 0) 6'- 10.5" 0/ OV 0.00" 0.00 -,S+@ ( 0) LL = 25 PSF Ground Snow (Pg) 7'- 0.5" 0/ OV 0.00" 0.00 =5+@ ( 0) Unbalanced live loads have been 20'- 8.0" 0/ OV 0.00" 0.00 -,8+@ ( 0) considered for this design. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. ) GABLE END TRUSS ON CONTINUOUS BEARING WALL UON.M-1.5x3 OR EQUAL TYPICAL AT STUD VERTICALS.REFER TO STANDARD BOTTOM CHORD CHECKED FOR 1DPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.000" @ -1'- 6.0" Allowed = 0.150" GABLE END DETAIL FOR COMPLETE SPECIFICATIONS. MAX TL DEFL = 0.000" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.344" 11-02-12 9-05-04 MAX TL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.458" 4 f . MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.008" 20-08 MAX TL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.011" MAX LL DEFL = 0.000" @ 11'- 2.8" Allowed = 0.681" 1' I MAX TL DEFL = 0.000" @ 11'- 2.8" Allowed = 0.908" 12 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS p ))M-4x4 6.00 2 Q6.00 0 Design conforms to main windforce-resisting system and components and cladding criteria. NOTE:DESIGN ASSUMES SHEATHING Wind: 140 mph, h=15ft, TC DL=6.O,SCDL=6.0, ASCE 7-10, TO ONE FACE. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. f IMO:1 oi o 0 ro f iiiiiiiiiiilii. iiiiiiiiiiiiiiiii i l l y 6-08-12 13-11-04 ,1 . ,1 y 1-06 1 6-10-08 )4' 13-09-08 l0. 4 R* p 7-00-08 0-02 13-07-08 �� v `"'"`�+ N � �0 J. y J. 7 1-06 20-0e � 'Ti 414 "� :9200PAdgro �r.► / .� JOB NAME : AMERICAN MODERN STEP 5 PLEX - AIX Scale: 0.2459 a� WARNINGS: GENERAL NOTES, unless otherwise noted. 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based Doty upon the parameters shown and N bran Individual 7, ,f+OREGON�1 s� "{J Truss: Aix and Warnings before eenamdion commence. building component.Applkabsty of design parameters end proper {/ -ate�p bi 2.254 compression web bracing mud be installed where shown e. incorporation of component b the responsibility of the atly braced tleslgrror. Ifry 7 1t" 2-6\ '10��� 3.Additional temporary bracing to Insure stability during eondructlon 2 Design assumes the top and bottom chords to be laterally braced at V �+ le the responsibility of the erector.Additional permanent bracing of we c end et 10 o.c respectively unless braced throughout their length by continuous sheathing such as plyavod sheathing(TC)and/or di wall(BC), "+ '^ I=' DATE: 5/24/2017 the overall structure is the responsibility of the building designer. fl r 3.Installation a tmpact bogus Is Nerd predn9 req fthe where mews r+ SEQ.: K3235735 4.Noroadmods bem applleeientoanytmeayloar ell seredrthand 4. seftresrIsethe aretabsbwe ins respedoscoeeado. (agenda are compete end d no time should any made greater man N.Design assumes trusses are to be used m anon-corrodva environment, TRANS ID: LINK design loads beapplied toany component. end ere for"dry eondmon•ofuse. 5.CompuTrus has no control over and assumes no rseponsibllIty for tN 6.Design assumes ful bearing at all supports shown.Shim or wedge If EXPIRES: [�ES: 12/31/2017. lebdmlkn,hendlln9,shipment end msielalbn of components. 7.necesbry' 111l�. f1L 47 8.This design Is furnished soled to the limitations set fort by 8.Platesnshall be loanassumes ed oneboth fecesiof trusss , placed au their anter d. May 24,20 1 7 TPt'WrCA in BCSI,copies of witch will be furnished upon request. Ilnes coincide with Joint center lines. 9.Digits indicate We of plate In Inches. MITek USA Inc.iCompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 8.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( -3) 97 8- 9=(-186) 175 8- 2=(-1113) 286 9-13=(-290) 165 BC: 2x4 ROOF #16BTR SPACED 24.0" 0.C. 2- 3=(-629) 152 9-11=( -2) 8 2- 9=( -108) 724 13- 5=(-112) 362 WEBS: 2x9 KDDF STAND 3- 9=(-904) 251 11-12=( 0) 0 9- 3=( -642) 190 13- 6=(-126) 109 LOADING 4- 5=(-761) 238 10-13=(-238) 772 9-10=( -219) 584 6-14=(-322) 167 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-768) 256 13-14=(-170) 657 3-10=( -70) 403 19- 7=(-151) 751 BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-777) 175 14-15=( -93) 60 11-10=( 0) 50 7-15=(-889) 231 TOTAL LOAD = 95.0 PSF 10- 4=( -66) 89 OVERHANGS: 18.0" 0.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA `. For hanger specs. - See approved plans LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -146/ 1192V -205/ 208H 5.50" 1.83 KDDF ( 625) M-3x4 where shown; Jts:2-4,6-7,14 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 20'- 8.0" -195/ 930V 0/ 0H 5.50" 1.99 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 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/290, TL=L/180 MAX LL DEFL = -0.009" @ -I'- 6.0" Allowed = 0.150" MAX TL DEFL = -0.011" @ -1'- 6.0" Allowed = 0.200" 11-02-12 9-05-04 MAX LL DEFL = 0.022" @ 6'- 9.7" Allowed = 0.987" 1' 1' MAX TL DEFL = -0.036" @ 6'- 9.7" Allowed = 1.317" 3-07 3-03-08 4-04-04 4-05 5-00-04 SEASONED LUMBER IN DRY SERVICE CONDITIONS T I I f f f 12 MAX HORIZ, LL DEFL = -0.011" @ 20'- 6.3" 6.00 IIM-4x4 12 MAX HORIZ. TL DEFL = 0.018" @ 20'- 6.3" Q6.00 4.0" Design conforms to main windforce-resisting 5 .1-,' system and components and cladding criteria. N4\ Wind: 140 mph, h=15f t, TCDL=6.0,BCDL=:EO: . , ASCE 7-10, (All Heights), Enclosed, Cat,2, ,, • Truss designed for wind loads 61. 11 in the plane of the truss only. 3 2 M 1 0 IPPIIII' 1 m IM o • 0 I I M r M _ 'I10 r+ 13 14 15 I M-3x8 M-1.5x3 N O f S' T"9 M .-1 M-1.5x3 M-3x8 M-1.5x3 l 1 l 1 l l 3-05-04 3-03-08 4-06 4-08-08 4-08-12 .6 ,6 ,6 y 1-06 6-10-08 )4, 13-09-08 y �,0 PR pF y 7-00-08 0-02 13-07-08 ,, taGINEtS4 r, 89200PE JOB NAME : AMERICAN MODERN STEP 5 PLEX - A2X scale: 0.2260 '4411111111"41557 WARNINGS: GENERAL NOTES, unlessotherxlee noted: �a� OREGON �pul Truss: A2 X 1.Builder and erection contredor should be advised Mall General Notes 1.This design Is based only upon the parameters shown and h for an Individual J. A+ !!l1 177 1 eV1 1h and Warnings before construction commences. building component.Applicability of design parameters and proper -✓f'�} A 2.2s4 compression web bracing must be Metalled where shown 4. incorporation of component b the responsibility of the building designer. f/t '7�` 14 n 3.Adtlltlonsl temporary brachia to Insure stability donna consWcilon 2.Design assumes the top end boson,chords to be laterally braced at �./ �R f+ la the reeponsibAly of me erector.Additional permanent bracing of OK 2 o c.end 81 13 o.c.respedNey unless bread throughout their length by {(,:} I:1 F140- DATE: 5/24/2017 me overall sinaiure h me responsibility of the building designer. 3.se Impact brisheathing gi giorr lteraas bredng requirewood dhofi re s shown e and/or drywaA(BC). +'+ SEQ.: K3 2 3 5 7 3 6 4.No bad should be applied to any component until ager all bracing and 4.Installation of buss Is the responsibility of the respective contractor. fasteners ere complete and at no time should any/Gads greater then S.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 conditionof use, 5.CompuTrue has no control over and assumes no feeponslbllly for the 6.Design assumes Ad bearing al ail supports shown.Shim or wedge If E�I p(p3 �e•. 1/)Jr� /30 17 fabrication,handling,shipment end installation of components. ne Design as. /IA�I�1Il tJ L J L 7. assumes adequate drainage is provided. May 24,2017 A This design Is furnished subject to the limitations set forth by S.Plates shall be located an both feces of Imes,and placed so their ranter TP WVOCA In SCSI,copies of which will be furnished upon request. Anes colnctde with joint center lines. B.Diggs Indicate size of piste M inches. MITek USA,Inc./CenrpuTrus Software 7.6.8)1L}E Is.For basic connector piste design values see ESR-1311,ESR-1 gee(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 5.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF (j16BTR LOAD DURATION INCREASE = 1.15 1- 2=(-575) 146 7- 8=(-179) 173 7- 1=1-891) 211 13- 5=(-195) 109 BC: 2x9 KDDE N16BTR SPACED 24.0" O.C. 2- 3=1-890) 228 8-10=1 -49) 139 1- 8=1-145) 713 5-17=(-293) 169 WEBS: 2x9 KDDF STAND 3- 4=(-739) 233 10-11=1 -43) 133 8- 2=1-603) 169 17- 6=1-148) 793 LOADING 9- 5=1-740) 251 9-12=1-176) 585 8- 9=1-163) 914 6-18=1-881) 229 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=1-769) 171 12-13=1-201) 699 2- 9=) -56) 350 BC LATERAL SUPPORT <= 12"OC. UON. . DL ON BOTTOM CHORD = 10.0 PDF 11-14=1 -18) 69 10- 9=1 0) 125 TOTAL LOAD = 45.0 PSF 13-15=(-150) 579 9- 3=(-107) 108 Unbalanced live loads have been 19-16=1 0) 0 3-13=(-245) 191 considered for this design. LL = 25 PSF Ground Snow (Pg) 15-17=(-168) 699 11-12=1 0) 106 ** For hanger17-18=( -43) 60 13- 4=1-108) 338 specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 19-15=1 0) 82 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. I'- 0.0" -193/ 919V -203/ 195H 5.50" 1.47 KDDF ( 625) 20'- 5.0" -143/ 919V 0/ OH 5.50" 1.47 KDDF ( 625) 10-11-12 9-05-04 3-04 3-03-08 4-04-04 4-05 5-00-04 1 I_FOND. 2: Design checked for net(-7 PSI) uplift at 29 "oc spacing.) f f f f f ,r VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = 0.022" @ 12'- 8.2" Allowed = 0.975" 12 12 MAX TL DEFL = -0.043" @ 12'- 8.2" Allowed = 1.300" 6.00 p I)M-4x4 Q 6.00 SEASONED LUMBER IN DRY SERVICE CONDITIONS 4,0" MAX HORIZ. LL DEFL = -0.009" @ 20'- 3.3" 9 ,f-,r 444444 MAX HORIZ. TL DEFL = 0.015" @ 20'- 3.3" Design conforms to main windforce-resisting system and components and cladding criteria. M-3X93 M-3x9 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, M-3x9 Truss designed for wind loads 2 r M-3x4 in the plane of the truss only. 6 M-3x4 C� -i f y M 0 I rn '-i o ti I I 63 6. of . 0� I :17M � = T r'. 13 ,..I 17 *18 -i M fT 3 1' ■ M-4x8 M-9x6 M-1.5x3 I I I N Ir "' I I I i 7 ** 8 M-1.5x3 M-3x8 M-t9C16 M-13x5 1,4-15W5 -, M-3x5 M-3x5 M-3x5 ) 1 1 1 1 1 1 1 3-02-04 3-03-08 2-07 1-11 1-08-08 3-00 4-08-12 1 1 1 6-07-08 13-09-08 drr r 1 13 00 6-09-08 1 7-05 1 �� �G G �`ss� zo-as •9200PE r JOB NAME : AMERICAN MODERN STEP 5 PLEX - A3X - Scale: 0.2369400 WARNINGS: GENERAL NOTES. unless other-Mae noted: * OREGON /',. 1.Builder and erection contractor should be advhed of all General Notes 1.This design Is based only upon IM parameters shown and le for an Individual - fl V I Y "'(/ Truss: A3X and Warnings before construction commences, building component Applicability ofdesign parameters and proper L .41 A 2.254 compression web bradng must be Installed where shown v. incorporation or component Is the responsibility of Bre building designer. Ifo 3.Addithnsi temporary bracing to Insure stability during conWudion 2 Design assumes the top end bottom chords to be hterelly braced et V Is me responsibility of bracing erector.gtldNlonsi permanent bracing of 2'o.c.and at 10 o.e respectively unless braced throughout their length by 41�'4 A't_kr. DATE: 5/24/2017 the overall structure is the responsibility f the buiWing designer. continuous sheathing gngor sueh as plywood Mwhere s ownand/.drywaN(BC). ("rDl NY° 4.25lmpad bridging or lateral bracing requireddB.when ive co*a SEQ. : K3235737 4.Noload.should cmleeapplied toany component until after all geradnhand 4.Design innoftruesis sthe ere to seIrarespectivecomoion ranenera are complete and at no time should any loos greeter than 5.Design assumes weees are to be used m a non<orrewe.nwbonm.nt, TRANS I D• LINK design loads be applied to any component. and are for:Wry condition"of use. EXPIRES: v 5.GompuTrus has no control over end assumes no responsibility for the 8.Design assumes NI bearing at all supports shown.Shim or wedge If Crap t p CSS' 12/31/2017 )/ry (/T/li 3 tabrlason,handling,shipment and Installation of components. rya /�I�1 f1.0 47 L i,7 J L:II I l 8.Pates shall aatledon drainage ispresided.s,an May 24,2017 8.Thle destgn Is furnished subject to the limitations set forth by 8.Plates Mall be located on both feces of Iruas,and placed so their center TPIANTCA in SCSI,copies of which will be furnished upon request. lines coindde with joint center linea. Trus Software 7.6.8 1L E 9.Digits indicate she of plate In Inches. MiTek USA,Inc./Com W ( 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 20'- 5.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 616BTR LOAD DURATION INCREASE = 1.15 1- 2=(-753) 169 6- 7=(-218) 209 6- 1=(-874) 222 8- 4=( -92) 113 BC: 2x9 KDDF II1&BTR SPACED 24.0" O.C. 2- 3=(-677) 241 7- 8=(-228) 637 1- 7=(-135) 721 4- 9=(-381) 176 WEBS: 2x9 KDDF STAND 3- 4=(-662) 230 8- 9=(-162) 525 7- 2=(-283) 185 9- 5=(-146) 692 LOADING 4- 5=(-628) 180 9-10=( -68) 87 2- 8=(-212) 136 5-10=(-879) 229 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 8- 3=( -94) 272 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 45.0 PSE' BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M-3x4 where shown; Jts:1-2,4-5,7,9 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -143/ 919V -221/ 239H 5.50" 1.47 ROOF ( 625) 20'- 5.0" -143/ 919V 0/ OH 5.50" 1.47 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. kOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. ) BOTTOM CHORD CHECKED FOR lOPSP LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.017" @ 10'- 11.8" Allowed = 0.975" MAX TL DEFL = -0.028" @ 10'- 11.8" Allowed = 1.300" 10-11-12 9-05-04 SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.006" @ 20'- 3.2" 5-08-08 5-03-04 4-06 4-11-04 MAX HORIZ. TL DEFL = 0.009" @ 20'- 3.2" 1' 1' ' f 1' 12 ting 11M-4x4 12 Design system andfcoms to ponents main anddi clrcri 6.00 Q 6.00 a claddingcriteria. 4.0" Wind: 140 mph, h=23.6ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 3 f--a/ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), NN` load duration factor=l.6, End vertical(s) a exposed to wind, Truss designed for wind loads - in the plane of the truss only. 2 1� co yr 5 1� 1 " r r N -11 i o o , m err► '" 6kv , 6 * 7 8 9 *10 M-1.5x3 0.25" M-1.5x3 M-5x8(5) l l l l l lik,0 PR 0e., 5-05 5-06-12 4-09-08 4-07-12 �`J � /l y �� ,9 20-05 ' ` 17 ' 89200PE r' JOB NAME : AMERICAN MODERN STEP 5 PLEX - A4X Scale: 0.2744 '. WARNINGS: GENERAL NOTES, unless otherwise noted. OREGON 44 1.Builder and erection contractor should be advised o/ail General Notes 1.This design is based only upon the parameters Moven end is for an individual OREGON IW 47 1 V "(/ Truss: A4X and Wamings before construction commences, balding componentApplicability of design parameters and proper 4 2 204 compression web bradng mud be Installed where Moven.. Incorporation of component Is the responsibility or the building designer. 5<) "7 i' {A r-© 'Atx " 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at V 1"F' by Is the responslbEty of the erector.Additional permanent bracing of Contin end 0 sheathing a c.•such as ply unless rh )Ti7 s col their length). Fi R I DATE: 5/2 9/2 017 the overan.tmdme la the realbp fore buildm desi ner. mpact dgingor such as plywood coirshel where s holo•drywaA(BC). 14 wan M e o g s.za Impact bridging or lateral bracing required where shown.. SEQ.: K3 2 3 5 7 3 8 4.No bad should be applied to any component until after all bradng and 4.Installation of truss the responsibility of the respective contractor. fasteners are complete and at no time should any leads greeter than 5.Design assumes trusses are to be used in a non-corrosive environment design loads be applied to any component. end are for"dry condition"of use. TRANS I D: LINK B.Design assumes mg bearing at all supports shown.shim or wedge if 5.Compunus has no control over and assumes no responsibility for the n,ne,,,ry. EXPIRES:: 12/31/2017 lebrkelion,handling,shipment end installation of components. 7 Design assumes adequate drainage b prodded. 017 May 2V,G 8.This design Is furnished subled to the limitations eel forth by 8.Plates shall be located on both feces of truss,and planed ss their center May G L 1/ TPIM/ICA in BCSI,copies of which will be famished upon request. lines coincide with lemf center lima. g.Olgba Indicate size of plate InInches. MITek USA,Inc./Com uTrus Software 7.6.8(1LT'B 10.For anconnector plate design values see EBR-7317,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 5.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=(-160) 161 9-10=(-236) 317 9- 1=(-878) 320 7-13=(-290) 155 BC: 2x4 KDDF #1SBTR SPACED 24.0" O.C. 2- 3=1 0) 0 10-11=(-128) 685 1-10=(-307) 826 13- 8=(-141) 795 WEBS: 2x9 RIDE STAND 2- 4=(-157) 160 11-12=(-128) 685 10- 2=(-139) 186 8-14=(-881) 213 LOADING 4- 6=(-691) 243 12-13=(-163) 741 10- 4=(-867) 286 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=( 0) 0 13-14=( -32) 48 11- 4=( 0) 261 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-895) 247 9-12=1 -64) 118 TOTAL LOAD = 45.0 PSF 7- 8=(-865) 178 6-12=1 0) 143 12- 7=1 -92) 100 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 POP Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE 5Q.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 0'- 0.0" - -193/ 919V -291/ 148H 5.50" 1.47 KDDF ( 625) ++ For hanger specs. - See approved plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 20'- 5.0" -143/ 919V 0/ OH 5.50" 1.47 KDDF ( 625) kOND. 2: Design checked for net(-7 psf) uplift at 24 floc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 0-11-15 MAX LL DEFL = 0.032" @ 1'- 3.9" Allowed = 0.975" q MAX TL DEFL = -0.049" @ 11'- 0.6" Allowed = 1.300" 1- 5 11 9-04-10 9-06-11 SEASONED LUMBER IN DRY SERVICE CONDITIONS 4 I I I MAX HORIZ. LL DEFL = -0.008" @ 20'- 3.3" 0-05-12 4-08-05 4-08-05 0-05-12 4-04-11 4-08-03 MAX HORIZ. TL DEFL = 0.013" @ 20'- 3.3" T I' I I I 1' 12 12 Design conforms to main windforce-resisting 6.00 Q 6 00 system and components and cladding criteria. Wind: 190 mph, h=22.6ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-4x6 M-4x6 3 M-3x8 5 End vertical(s) are exposed to wind, M-3x4 2 Truss designed for wind loads 1 4 '- in the plane of the truss only. f 1 1r t M-3x9 0 I o M-3x4 111111111111111 PIPPIIIII1I I •±1.- N N O II V`era ire �'III N 9++ 10 11 12 13 ++14 M-1.5x3 M-3x8 0.25" M-3x8 M-3x4 M-1.5x3 M-5x6(5) Ff rc 0-10-03y y y 5-03-13 5-03-13 4-06-07 4-04-11 4x��d PROpt, 20-05 '2i 89200PE JOB NAME : AMERICAN MODERN STEP 5 PLEX - B1 _, /,,I►- Scale: 0.2757 firAir .111/ ,A.. WARNINGS: GENERAL NOTES, unless otherwlsenoted: 74 OREGON 40 Truss: B 1 1.Builder and erection contractor should be advised of ail General Notes 1.This design h based only upon the parameters shown and le for an IndWMual and Warnings before construction commence. building component.Applicability of design parameters and proper � N�. 2.254 compression web bredng mud be Installed where shown+ Incorporation of component is the responsibility of the balding designer. /./y {A !'10��$ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chortle to be lalengy bncetl at �.( ,�aa 1 W /+ la the reapandbtRy of the erector.Additional permanent bracing of 7 o.c.and et 10 o.<.respectively unless braced Throughout mak length by '1 IO- DATE: 5/24/2017 the overall structure k the responsibility arms bWl4ing designer. 3.co ion ou bsh ming such as plywood sheathing(TC)and/or dryw.10C). 2.Impact g ng or lateral brsdng required where Moven++ SEQ.: K3 2 3 5 7 3 9 4.No mad should be applied to any component until ager all bradip and 4.Installation of truss is the rsapondbRlly 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-wooed.environment, TRANS ID: LINK design loads be applied to any component. and ere for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes NA bearing at allsupports shown.Shim or wedge If EXPIRES: 12/31/2017 ne . fabrication,bantling,shipment and installation of components. Design 7.Designn assumes adequate drainage A provided. May 24,2017 6.Otis design Is furnished subject to the limitations set forth by 6.Plates shall be located on both races of hues,and placed ao their center TPWJICA in BCSI,copies of which vdll be furnished upon request. Tines coincide with Joint center Tines. Weir USA,Inc./Com uTrus Software 7.6.8(114-E 9.Dlgite indicate size of plate In Inches. pto.For basis connector plate design values see ESR-1311,ES5-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 5.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-161) 173 9-10=(-236) 299 9- 1=(-878) 353 7-13=(-290) 156 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=( 0) 0 10-11=(-219) 678 1-10=(-339) 822 13- 8=(-203) 795 WEBS: 2x4 KDDF STAND 2- 9=(-159) 171 11-12=(-219) 678 10- 2=(-139) 155 8-19=(-881) 272 LOADING 9- 6=(-691) 322 12-13=(-221) 741 10- 4=(-871) 371 TC LATERAL SUPPORT <= 12"OC. VON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=( 0) 0 13-14=( -34) 49 11- 4=( 0) 261 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-845) 335 9-12=( -56) 112 TOTAL LOAD = 95.0 PSF 7- 8=(-865) 292 6-12=( 0) 193 12- 7=( -78) 59 NOTE: 2x9 BRACING AT 24"OC DON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED 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 2015. 0'- 0.0" -208/ 919V -242/ 198H 5.50" 1.97 KDDF ( 625) an For hanger specs. - See approved plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 20'- 5.0" -193/ 919V 0/ OH 5.50" 1.97 KDDF ( 625) IC OND. 2: Design checked for net(-7 psf) uplift at 24 "or spacing. I VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 4-01-11 4-00-10 12-02-11 MAX LL DEFL = 0.036" @ 11'- 0.6" Allowed = 0.975" T f f ,r MAX TL DEFL = -0.049" @ 11'- 0.6" Allowed = 1.300" SEASONED LUMBER IN DRY SERVICE CONDITIONS 0-11-15 3-01-12 2-00-05 2-00-05 3-01-12 4-04-11 4-08-03 f 1' ' ' ' ' 1' 1' MAX HORIZ. LL DEFL = -0.008" @ 20'- 3.3" 12 12 MAX HORIZ. TL DEFL = 0.013" @ 20'- 3.3" 6.00 D provide support Q 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. 3 5 Wind: 190 mph, h=23.3ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, M-4x6 M-4x6 End vertical(s) are exposed to wind, M-3x4 2 M 9X8 Truss designed for wind loads in the plane of the truss only. 1 �p IlIlili r 0 o o I :j3x4 . 1 to 0 1 ed 9 i 1011 12 13 14 M-1.5x3 M-3x8 0.25" M-3x8 M-3x4 M-1.5x3 M-5x6(S) r [i 4\ 0±10-03 5-03-13 1 5-03-13 l 9-06-07 y 4-04-11 y ,;� , �"'� pR��rss..... y ,I• c� �I(V �C 20-05 9 Clip 89200PE= r` JOB NAME : AMERICAN MODERN STEP 5 PLEX - B2 , /or. _ Scale: 0.2757 10 [}"' WARNINGS: GENERAL NOTES, unless otherwlee noted OREGON �` I.Builder and erection contractor Mould be advised of a8 General Notes 1.This design is based only upon the parameters shown and Is for en Individual fl C W I Truss: B 2 and Warnings before construction commences. bulldlrg component.App kebgdy of deeds parameters and proper L. ,1 y LO �AN 2.254 compression web bracing mud be Installed Whore shown�. incorporation of component b the responsibility of the building designer. ��/+s 14 3 Additional temporary bracing to mews stability during construction 2 Design assumes the top and bottom chords to be laterally braced at V 'Y is the responsibility of the erector.Addttmnal permanent bracing of r ak..na at 10 a.c.respectively unless breked throughout their length by R 10- DATE: 5/24/2017 me overall structure is mere deq of building aedgnec continuous sheathing arch as plywood sheathing(TC)and/or drywag(8C), ���"'//7 coo^ m^ 3.2a Impact bridging or lateral bracing required where shown.. SEQ. : K3 2 3 5 7 4 0 4.No bed should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners ens complete end at no time should any loads greeter than 5.Design assumes trusses are to be used in a non-conosNe environment, designbads be applied to an 1 end are for"dry condition"of use. TRANS ID: LINK 5.CeeuTmshesn�ntmow aha esumeenereapeneibllttyferiM 6.Design assumes hi bearing at al supports shovm.Shim orwedge if 7EXPIRES: 17/31/2017 febnn8on,handling,shipment and installation 01 components. 7.ledge assumes adequate drainage is prodded. May 24,20 f7 8.This design IS furnished eubWed to the limitations set forth by 8.Plates shall be located on both laces of truss,and placed s their center TPIANICA In BCSI,copies of which will be furnished upon request. lines coincide vim joint center lines. S.Digits Indicate sirs of plate in Inches. MITek USA,Inc./CompuTrue Software 7.6.8(1L)-E 10.For bask connector plate design values see ESR-7371,ESR-t966(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 5.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF Al&BTR LOAD DURATION INCREASE = 1.15 1-2=(-561) 215 5-6=(-237) 307 5-1=(-869) 271 3-7=(-101) 198 BC: 2x9 KDDF 01&BTR SPACED 29.0" O.C. 2-3=(-604) 240 6-7=(-155) 802 1-6=(-151) 609 7-4=(-124) 810 WEBS: 2x9 KDDF STAND 3-4=(-975) 203 7-8=( -33) 47 6-2=( -33) 179 9-8=(-861) 218 LOADING 6-3=(-531) 203 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 = 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) .. For hanger specs. - See approved plans 0'- 0.0" -143/ 919V -292/ 197H 5.50" 1.47 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 20'- 5.0" -143/ 919V 0/ OH 5.50" 1.47 ODDS ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. I LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TL DEFL = -0.037" @ 13'- 1.7" Allowed = 1.300" MAX TC PANEL LL DEFL = 0.038" @ 3'- 2.3" Allowed = 0.417" 6-02 14-03 SEASONED LUMBER IN DRY SERVICE CONDITIONS f 6-02 6-10-14 7-04-02 MAX HORIZ. LL DEFL = 0.005" @ 20'- 3.3" 1' f f f MAX HORIZ. TL DEFL = 0.008" @ 20'- 3.3" 12 IIsi-4X4 12 Design conforms to main windforce-resisting 6.00 Q 6.00tem and components ponents and cladding criteria. 4.0" 2 ,f--,,, Wind: 140 mph, h=23.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 01\ (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-3x9 Ill 11 IIIIIIII y M-3x9 3 r 0 I VD o M-3x9 I l01111\ Al 4 1r N N N 5.. 6 7 .:8 M-1.5x3 0.25" M-3x4 M-1.5x3 M-5x8(5) c1Rr y 6-02 y 7-02-06 y 7-00-10 y A\ p R ��{ss 4 re- 20-05 ' :9200PE fir' JOB NAME : AMERICAN MODERN STEP 5 PLEX - B3 Scale: 0.2757 t� 4111111111'' Wil It WARNINGS: GENERAL NOTES, ado..otherwtae noted 7 OREGON 1.0 1.Builder and erection contractor should be advised of e8 General Notes 1.This design la based only upon the parameters shorn and Is for an individual J �+ n Truss: B3 and Warnings before construction commence, building component.Applkabllny of design parameters and proper -Mfg.} (�A 514 2.2a4 compression web bracing must be Installed where shown.. incorporation of component Ie the responsibility of the building designer. r//�� 7�I' r��y '-�.. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop end bottom chords to be laterally bracod at V , 4 Ie the responsibility of me erector.Additional permanent bracing of 2 c.c.end at 10 o.c.reepedNety unless braced throughout Meir length by 414F,.` t� DATE: 5/24/2017 the overall etmetue is the responebllly of the buildingdesigner. continuous sheathing such as plywood tirsheed where s end/or drywe8(BC). eL77 g 4.in Impact bridging or lateral bracing required where sheen•. SEQ.: K3 2 3 rJ 7 41 4.No load should bem eapplied also component aload g bracing and 4.Desi nes of truss is the responsibilitytui the rospedoe contractor. fasteners are complete and.t no time annum any loads greater than 6.Design assumes trusses are to be used m.non-conoslve environment, design loads be applied to anycomponent. and are for"dry condition.of use. TRANS ID: LINK st9 ppb 6.CompuTms has no control over and assumes no responsibility for the e.Design assumes fug bearing at all supports shown.Shim or wedge If cessary. EXPIRES: 12131/2017 fabdaeon,handling,shipment end mstaratlon of components. 7.Design assumes adequate drainage is provided. May 24,20 1 7 8.This design is furnished luded to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIANTCA In SCSI,copies of which w81 be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate aka of plate In Inches. MITek USA,Inc./CompuTrus Software 7.6.8(1L)-E to.For bask connectorto design sign values see ESR-t 377,ESR4988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 80 2-10=(-437) 2546 3-10=(-304) 185 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2943) 538 10-11=(-343) 2130 10- 4=( -6) 517 WEBS: 2x4 KDDF STAND 3- 4=)-2661) 426 11-12=(-343) 2100 4-11=(-766) 224 LOADING 4- 5=(-1884) 403 12- 8=(-437) 2506 11- 5=(-200) 1241 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-1884) 403 11- 6=(-766) 224 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POP' 6- 7=(-2661) 426 6-12=( -6) 518 TOTAL LOAD = 45.0 POE 7- 8=(-2943) 538 12- 7=(-304) 185 OVERHANGS: 18.0" 18.0" 8- 9=( 0) 80 LL = 25 POE Ground Snow (Pg) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2015. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 POE. 0'- 0.0" -259/ 1845V -206/ 206H 5.50" 2.95 KDDF ( 625) 37'- 0.0" -259/ 1845V 0/ OH 5.50" 2.95 KDDF ( 625) 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = 0.147" @ 18'- 6.0" Allowed = 1.804" MAX TL DEFL = -0.246" @ 18'- 6.0" Allowed = 2.406" MAX LL DEFL = 0.013" @ 38'- 6.0" Allowed = 0.150" MAX TL DEFL = -0.014" @ 38'- 6.0" Allowed = 0.200" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.064" @ 36'- 6.5" MAX HORIZ. TL DEFL = 0.106" @ 36'- 6.5" 18-06 18-06 Design conforms to main windforce-resisting T f f system and components and cladding criteria. 6-05-15 6-00 6-00 6-00 6-00 6-05-15 f f f f ,e ,. ' Wind: 140 mph, h=l5ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 12 14-4x66 6.00 load duration factor=1.6, Q 6.00 Truss designed for wind loads 4.0" in the plane of the truss only. 5 .f+( M-5x6(5) -` M-5x6(5) 3.1" 0.25" 0.25" 4 6 fir. rtr t8 M-1.5x3Nilop M-1.5x3 3 F {. \\,.. t 0 . 0 o 1 30 11 i 12 8 9 0 I M-3x6 M-3x4 0.25" M-3x4 M-3x6 1 M-5x8(S) y l ), y y 'C.:3* � taGINE� /� y y 9-05-15 9-00-01 9-00-01 9-05-15 y y �GC� t' 1„ 1-06 37-00 1-06 89200PE JOB NAME : AMERICAN MODERN STEP 5 PLEX - B4 ,` Scale: 0.1734 it WARNINGS: GENERAL NOTES, unless on thee noted: ,OREGON bt ��ry 1.Builder and erection contactor should be advised of ail General Notes 1.This design is based only upon parameters Mown and Is for an Individual 17 OREGON I V `V Truss: B 4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2a4 compression web bradng must be installed where shove+. incorporation or cemponenl Is the rosponsibRgy of the building designer. "'2 9 y 14 22z, -A- 2. -}.. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to los lelerelry bread a1 �.1 by Is the responsibGty of the erector.Additional permanent bracing of c'o i andu sheathing o rch ply unless braced(TC).di their lenge). 4fe�R 1 O- DATE: 5/2 4/2 01 7 the overall structure is the responsibility of the building designer, 2x Imps us such as plywood required a where RsOn r arywap(BC). +++"'YYY 3.In Impact bridginge ort era predngiy of the whpe showo+a SEQ.: K3235742 4.Nolandsshould closapplied foany ti mpuntilaftergll reater hnd 4. stegnlas oftesssIstherespobeuse contractor. fasteners are compete and at no time should any loads greater than 5.Design..ernes weees are to be used In a non-corrosive environment, anyand are for"dry condition"of use. TRANS ID: LINK design rpmads be applied °°mp°"°M. H Design assumes NII bearngatalMom. EXPIRES: 12/31/2017 8.OompuTnn hes no control to control over and assumes no responsibility for the ceeeary fabrication,handling shipment and installation of components. 7.Design assumes adequate drainage is provided. May 24,2017 8.This design H furnished subject to the limitations sat forth by 8.Plates shall be located on both faces of truss,and placed so their center May L G TPW.rTOA In SCSI,copies of which vAI be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in inches.MiTek US Inc/Com uTrus Software 7.6.8(1L)E 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 36'- 1.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( -164) 103 1-11=(-513) 2820 1- 2=(-3044) 517 5-17=( -653) 222 BC: 2x4 KDDF #1613TR SPACED 24.0" O.C. 2- 3=(-3115) 589 11-12=(-516) 2816 11- 2=( 0) 176 17- 6=( -309) 1287 WEBS: 2x4 KDDF STAND; 3- 4=1-2854) 588 12-14=(-493) 2901 2-12=( 0) 144 17- 7=( -670) 243 2x6 KDDF #2 A LOADING 4- 5=1-2843) 655 13-15=( 0) 0 12- 3=( 0) 110 7-18=( -108) 642 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=1-1764) 476 15-16-) -6) 39 3-14=1 -654) 158 8-18=1 -618) 201 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1-1787) 460 16-17=(-283) 1801 4-14=( -172) 121 1B- 9=( 0) 540 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PSF 7- 8=1-2538) 557 17-18=(-315) 1891 15-14=( 0) 54 9-19=(-2296) 447 8- 9=1-2384) 453 18-19=(-361) 1789 14-16=( -298) 1902 19-10=( -120) 68 ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 9-10=( -40) 71 14- 5=1 -309) 1652 16- 5=( -693) 153 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. BEARING MAX VERT MAX HORZ BRG REQUIRED BEG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 POE. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -254/ 1631V -154/ 191H 5.50" 2.61 KDDF ( 625) 36'- 1.0'• -251/ 1616V 0/ OR 5.50" 2.59 KDDF ( 625) ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.167" @ 11'- 4.2" Allowed = 1.758" - MAX TL DEFL = -0.279" @ 11'- 4.2" Allowed = 2.344" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.065" @ 35'- 9.5" MAX HORIZ. TL DEFL = 0.108" @ 35'- 9.5" 8-11 9-01-08 9-01-08 8-11 4 1 I T 1' Design conforms to main windforce-resisting 4-05-08 4-05-08 2-06 3-01 3-06-08 4-07-10 4-05-14 4-05-08 4-05-08 system and components and cladding criteria. 1 f T 4 T 4 T T T T 12 12 12 12 Wind: 140 mph, h=23.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 4.00 17 6.00 M-4X6 ..Q6.00 Q4.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 4.0" End vertical(s) are exposed to wind, 6 4`d Truss designed forwind loads in the plane of the truss only. M-4x10 s 3.1" M-3x4 7::::::0400°.°°°4"/°°."4444 4 M-5M-5x6 3 M-3x102 :+ + M-3x8 • M-1"5x3 7M-1.5x3 o ........--.:1-----.e r te ti 'i 1 " 11 12 ti 14 0 o *M-5x10 M-1.5x3 M-3x4cu g ! ,,.,, _ - c1 okk I -/ I 13-1 x8 16 17 1. 18 **19 U M-3x8 M-3x8 0.25" M-3x8 M-1.5x3 M-5x8(S) 4-05-08 4-02 2-01-017-322-11-04 3-08-04 9-03-04 8-09-04 J` 10-09-04 y y 25-03-12 'c N trPROp�L�0,0 11-03 -04 0-06 24-09-12 C+'3" � C' /.. l 44, 36-01 l @ 89200PE. �� JOB NAME : AMERICAN MODERN STEP 5 PLEX - B5 i'' 'r ,,...----- ----- Scale: 0.1749 L.. tz- WARNINGS: GENERALNOTES, uny otherwaaenoted y ,OREGON /�, 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shorn and is for an mMVMuaI Y OREGON 1�1 t4 "[( Truss: B5 and Warnings before en etruction commences building componeN.Applicebitty of design parameters and proper L 2.204 compression web bracing must be Installed where shown*. incorporation m component is the responsibility of the building designer, :/� Al Y i 4 r�1 QI �"�-• 3.Additional temporary bracing to insure stability Outing construction 2.Design assumes the top and bottom chords to be laterally braced et , is the responsibility of the erector.Additional permanent freeing of coni.end at ea Dins rsuch as styplywood unless braced(TC)and/or Mak length). R`I0- DATE: 0x continuous sheathing such as acing required meed where s and/or CryweA(BC). (y ,i.Jl �.+ DATE: 5/24/2017 the overall structure lathe reaponelbitlry of the building designer. 3.2e Impact bridging or lateral bracing requlretl where)hewn*+ SEQ.: K3235743 4.lie sad ehoold be applied Is any oempenent ontil sEer elI beesing end 4.Inetefletien 5?Ira..is the reepensibSty ef the respectIve nenfneeler. fasteners are complete and at no time should any loads greater then 5.Design assumes hues.)are to be used In a nontionosle environment, TRANS I D: LINK design bads be applied to any component. end are for"dry condition"of use. 5.Cempulrus has no control over and assumes no responsibility for the 6.Design�eumes Ba bearing at al supports shown.Shim or wedge 8 EXPIRES: 12/31/2017 fabrication,handling.shipment and Installatlen of component,. 7.Design assumes adequate drainage is provided. May 24,2017 6.This design is furnished subject to the Arntatlons set forth by B.Plates shall be located on both feces of truss.and placed so their center TPVWTCA In SCSI,copies of which MAI be furnished upon request. lines coincide with pint center lines. g.Digits indicate else of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)E 1ce.For basic connector plate design values see ESR-1311,ESR-i BBS(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0" 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF tlaBTR LOAD DURATION INCREASE = 1.15 ";OND. 3: 1$0.00 PLF SEISMIC LOAD. BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. WEBS: 2x9 KDDF STAND Design conforms to main windforce-resisting LOADING system and components and cladding criteria. 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 Wind: 140 mph, h=l5ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, TOTAL LOAD = 45.0 PSF (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), load duration factor=l.6, M-1.5x4 or equal at non-structural LL = 25 POE Ground Snow (Pg) Truss designed for wind loads vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. M-3x6 where shown; Jts:2-3,7-6,11,13 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. No[e:Tru ss design requires continuous bearing wall for entire span UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 18-06 18-06 T T T 6-07-11 6-00 5-10-04 5-10-09 6-00 6-07-11 4 T T T T 4 T 12 12 6.00 177' I IM-9x9 Q 6.00 4.0" 5 ,f,( y►\ 1.1 1111141 M-5x6(5) M-5x6(S) 0.25" 0.25" 9 6 Qf, -...4.F o 2 e o ,d, ,A IS mist h41 0 • II 1 10 11 120.25" 13 19 l o M-1.5x3 M-1.5x3 0 M-5x8(S) alp PRQFF 6-05-15 5-10-04 6-01-12 6-01-12 5-10-04 6 T GINEGIE'1. 0/, y y 1-06 37-00 c. 89200g6 l'''' JOB NAME : AMERICAN MODERN STEP 5 PLEX — BFW 4,j�,y/►/ _ Scale: 0.2234 , `I11P ' WARNINGS: GENERAL NOTES. unless other/Me noted *ate OREGON ) 1.Builder and erection contractor should be advised of eA General Notes 1.This design is based only upon the parameters shown and Is for an mdIAdual I j A,� `s✓ Truss: B FW end Warnings before construction commence. building component.Applicabllity of design parameters and proper F^' 4/ . ,�4 2.2.4 compression web bracing must be Installed were shown+ Incorporation of component la the responsibility of me building designer. y0 '7' 14 2. v- ... 3.Additional temporary bracing to Insure stability during construction 2 Dealgn assumes the lop and bottom drords to be laterally braced at V t+ Is the responsibility of the erecter.Additional permanent bracing of 2 ntlio.cend et 10 hen.respectively*wood s braced(TC)an F rhelr length by 44E•!fl I t..� DATE: 5/2 4/2 017 the overall structure lame res snsbglly ofine buildindesl ner. 2,mrpact bridgingrdga;ng latera l rrequired a where s and/or drywaA(Bc), lye g 0 3.in Impact tSuss or the lateral bradng required where shown++ SEQ.: K3235744 4.Nomad should beapplied toany component until after ailbredngand 4.Installation fSussismeIraIsbeulseofinerespective contractor. fasteners are compete and el no time should any loads"realer than 5.Design assumes susses ere to be used In a non-corrustve environment, design loads be applied a any component. end are for My condition"or use. TRANS ID: LINK 6.Destgnassumes full beadngatallsupports shows Shim orwedge it 5.cumpurrushas nocontrol over and assumes noresponsiblutyfor the neceroary. EXPIRES::. 12/31/ZD17 febrkatlon,handling,shipment and installation of components. 7.Design assumes adequate drainage la provided. May 24,2017 6.This design is furnished suged to the limitations set forth by H.Plates shall be heated an both feces of Inca,and placed so their center lYl J 'T L TPNWTCA in SCSI,capias of which will be furnished upon request line coincide with joint center lines. MiTek US Inc.lCom uTrus Software 7.6.6 1 L E S.Digits indicate Na.of plate in inches. A, P ( )- 10.For basic 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 20'- 5.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF A16BTR LOAD DURATION INCREASE = 1.15 1- 2=(-183) 201 9-10=(-337) 924 9- 1=(-910) 359 7-13=(-403) 172 BC: 2x9 KDDF #16818 SPACED 24.0" O.C. 2- 3=( 0) 0 10-11=(-174) 585 1-10=(-348) 868 13- 8=(-155) 694 WEBS: 2x9 KDDF STAND; 2- 4=(-179) 197 11-12=(-174) 585 10- 2=(-195) 199 8-14=(-881) 236 2x9 ROOF #16810 A LOADING 9- 6=(-540) 232 12-13=(-165) 519 10- 4=(-837) 317 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=( 0) 0 13-14=( -69) 89 11- 4=( 0) 298 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-665) 236 4-12=(-111) 153 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 95.0 PIE 7- 8=(-611) 136 6-12=( -11) 92 12- 7=( -90) 129 --- -- LL = 25 PIF Ground Snow (Pg) NOTE: 2x9 BRACING AT 24"OC UON. FOR BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 0'- 0.0" -143/ 940V -312/ 217H 5.50" 1.50 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 20'- 5.0" -143/ 919V 0/ OH 5.50" 1.47 KDDF ( 625) ** For hanger specs. - 4-.0.14p1xgved plans 1 1 kOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. I 1-05-11 9-04-10 9-06-11 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.035" @ 1'- 3.9" Allowed = 0.975" / 0-0/5-/12 4-08-05 4-08-05 0-05-12 4-04-11 4-08-03 MAX TL DEFL = -0.046" @ 11'- 0.6" Allowed = 1.300" i ' 1' '1' 'c SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 12 6.00 Q 6.00 MAX HORIZ. LL DEFL = 0.007" @ 20'- 3.3" MAX HORIZ. TL DEFL = 0.011" @ 20'- 3.3" Design conforms to main windforce-resisting M-4x6 M-4x6 system and components and cladding criteria. 3 M-3X8 S M-3x4 2410 Wind: 140 mph, h=23.6ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, yp 4 �� (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1 load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads M-3X9 in the plane of the truss only. 7 1� r e- 3x4 0 1 A i 1� o0 I oN 1 N O 1 or 9 10 11 12 13 sr,14 M-1.5x3 M-3x8 0.25" M-3x8 M-3x4 M-1.5x3 M-5x6(S) )' l l l , l O P R OA- Oy10-03 5-03-13 5-03-13 4-06-07 4-04-11 y \5, NOIN k' c4'--/� 20-05 �(,GC? `4.,1`e c: r,, 89200PE r' JOB NAME : AMERICAN MODERN STEP 5 PLEX - B1X / Scale: 0.2616 an ft WARNINGS: GENERAL NOTES, unless otherwise noted: ' OREGON /e I.Builder and erection contractor Mould be advised of all General Notes 7.This design is based only upon the parameters shown and N for en Individual y OREGON w ='{f Truss: B 1 X and Warnings before construction commences, building component.Applicability of design parameters and proper �+} �'" 2.2z4 compression web bracing must be installed where shown•. incorporation of component N Me responsibility of the building designer. 00 7 i' 1�r �O `'"� 3.Additional temporary bracing to Inaure stability during construction 2.Design assumes the top and bottom chortle M los laterally braced d 1`Y ,�v 10. is the responsibility of the erector.Additional permanent bracing of T continuous and at 77 sheo.cathing rsuch as sty unless braced throughout their length by .,Fi R..IO- DATE l� DATE: 5/24/2017 the overall structure k the respandbBty of the bullring designer. continuous ridging or ouch as plywood Muddtheatwhere s and/or drywafl(BC). L+ 3.7.Impel bridging or ha rel bracing y et the where Mown•t. SEQ. : K3 2 3 5 7 4 5 4.No bad should be applied to any component until alter all bracing and 4.Installation of truss is 1M responsibility of the respective contractor. fasteners are compete and at no time should any loads greater man 5.Design assumes twain are to be used In a noncorrosive environment, aridare for"dry condition"of use. TRANS ID: LINK design bade be applied to any component. G.Design assumes full bearing etall supports show.Shim orwedge if EXPIRES: 12/31/2017 over 5.CompuTrua has no control or and assumes no responsibility ror the necessary fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. May 24,20.I 1 7 8.This design is furnished subject to the limitations set forth by 8.Plates shell be located on both faces of truss,and placed so their center TP W,TCA in SCSI,mplaa of which e91 be furnished upon request. lines coindde 0.419 joint center line. MiTek USA,Inc.lCompuTrus Software 7.6.8(1L)-E to.Far bac�conn ctomplt deign values see ESR-7377,ESR-1988(MOW) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 5.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-184) 209 9-10=(-337) 906 9- 1=(-901) 385 7-13=(-403) 208 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2- 3=( 0) 0 10-11=(-243) 580 1-10=(-379) 859 13- 8=(-209) 694 WEBS: 2x4 REEF STAND; 2- 4=(-181) 204 11-12=(-243) 580 10- 2=(-145) 163 8-14=(-881) 294 2x4 ROOF #1&BTR A LOADING 4- 6=(-545) 293 12-13=(-206) 514 10- 4=(-841) 393 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=( 0) 0 13-14=( -69) 88 11- 4=( 0) 298 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-665) 302 4-12=(-101) 148 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PSF 7- 8=(-611) 176 6-12=( -11) 92 12- 7=( -73) 118 LL = 25 PSF Ground Snow (Pg) NOTE: 2x9 BRACING AT 24"OC UON. FOR BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) -------- --- ---- LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 0'- 0.0" -223/ 930V -312/ 218H 5.50" 1.49 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PUP. 20'- 5.0" -143/ 919V 0/ OH 5.50" 1.47 KDDF ( 625) "" For hanger specs. - See approved plans 4-01-11 4-00-10 12-02-11 ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. I 1' 1 f I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 0-11-15 3-01-12 2-00-05 2-00-05 3-01-12 4-04-11 4-08-03 MAX LL DEFL = 0.035" @ 11'- 0.6" Allowed = 0.975" 1' 1 f f f f '( >( MAX TL DEFL = -0.046" @ 11'- 0.6" Allowed = 1.300" 12 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 6.00 provide support 'n 6.00 MAX HORIZ. LL DEFL = -0.007" @ 20'- 3.3" MAX HORIZ. TL DEFL = 0.011" @ 20'- 3.3" 3 5 Design conforms to main windforce-resisting system and components and cladding criteria. M-4x6 M-4x6 M-3x8 Wind: 140 mph, h=29.3ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, M-3x4 2 4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1 yp 4 load duration factor=1.6, .r� End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. Aippppp M-3x9 7 M-3x4 0 8 1 A 4' i w 0 1 u1 1 u1 0 1 9 " 10 11 12 13 "19 M-1.5x3 M-3x8 0.25„ M-3x8 M-3x4 M-1.5x3 M-5x6(5) J. L y y y y Op P R aFP 0-10-03 5-03-13 5-03-13 4-06-07 4-04-11 ` CY � GINS u'/ y 20-0s y '�,',� �R (�p JOB NAME : AMERICAN MODERN STEP 5 PLEX - B2X Scale: 0.2539 v wtd WARNINGS: GENERAL NOTES, unlessathernotetl t7 OREGONto 1Builder and erection contractor Mould be advised of an General Notes 1.This deelgn la based only upon the parameters shown and is for an Mt c:dual . w� Truss: B 2 X end Warnings before construction commences building component.Applicability of design parameters and proper NIX 2.244 compression web bracing must be metalled where shown". incorporation a1 component la the responsibility of the building designer, <0 9)' 14 2 Q � 3.Addttbnal temporary bracing to Insure stability during conatrucllon 2 Design assumes the top and bottom chorda to be laterally braced et "t l+ + by Is the responsibility ty of me erector.Additional permanent bracing of 7 contac.inuous and st ea hino.csuch as ply woods bracedTE) nthroughout melt length). fiR 1 4\- conttnuo t sheathing such as plywood aired In ere s own h drywaA(BC) ���"'YYY DATE: 5/24/2017 the overall structure b Bre responslbAlty of Me bW18Mg designer. 3.24 Impact bridging or lateral bracing required where Mown"*SEQ.: K3 2 3 5 7 4 6 4.No load should be applied to any component MN after all bracing and 4.Installation of trues is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a nonconoeive environment, design loads be applied to anyM. and are for"dry condition'of use. TRANS ID: LINK vgono antigen. 5.Campania has no control over and aedmes no responsibiNy for the 8 Design names Ng bearing at all support.shown.Shim Sr wedge If EXPIRES: 12/31/2017 cenery. fabrication,handling,shipment and Installation of aomponente. 8.Detshall beaedad on the d.ThisforthPlates rases of truss,and placed an their nectar TP WJfCA In BCSI,copies of which MI be furnished upon request. lines coindde vAth Joint center Hnea. 9.Digits indicate dao of plate M Inches. MiTek USA,lnc./CompuTrus Software 7.6.8(1L)-E ta.For basic connector gala design values sea ESR-7377,ESR-1908(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 5.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-478) 238 5-6=(-337) 913 5-1=(-869) 315 3-7=(-204) 219 BC: 2x4 ROOF #16BTR SPACED 24.0" O.C. 2-3=(-531) 263 6-7=(-176) 617 1-6=(-197) 638 7-4-(-141) 693 WEBS: 2x4 KDDF STAND; 3-4=(-745) 177 7-8=( -69) 89 6-2=( -53) 144 4-8=(-861) 243 2x9 KDDF 616BTR A LOADING 6-3=(-440) 226 LL( 25.0)FDL( 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"OC. UON. TOTAL LOAD = 95.0 PIP LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0" -143/ 953V -363/ 268H 5.50" 1.53 KDDF ( 625) •* For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 20'- 5.0" -193/ 919V 0/ OH 5.50" 1.47 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PIF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacinq. l THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TL DEFL = -0.030" @ 13'- 1.7" Allowed = 1.300" 6-02 14-03 MAX TC PANEL LL DEFL = 0.038" @ 3'- 2.3" Allowed = 0.417" f ,rSEASONED LUMBER IN DRY SERVICE CONDITIONS 6-02 6-10-14 7-04-02 MAX HORIZ. LL DEFL = 0.005" @ 20'- 3.3" 4 T . f MAX HORIZ. TL DEFL = 0.007" @ 20'- 3.3" 12 12 • 6.00 )(M-9x9 Q 6.00 Design conforms to main windforce-resisting 4 O system and components and cladding criteria. 2 .(-g' Wind: 140 mph, h=24.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, U -3x9 M (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di r), 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-3x9 f 3 r M-3x9 0 9 .1111L.' 11111111111111 ,o A 0 m o 1 o 0 M-1.5x3 + 0.25" 6 M-3x4 M-1.5x3 +.g M-5x8(5) �-yp/� . yy�,O PROPte 6-02 y 7-02-06 y 7-00-10 y � � G,N '�, C 4, 20-05 V;~ T Y `k" 89200PE JOB NAME : AMERICAN MODERN STEP 5 PLEX - B3X -.• / ' " ;.. Scale: 0.2280 a+ WARNINGS: GENERAL NOTES, unless otherwlsenoted -7 ,OREGON <CJ�. 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 en individual Truss: 83 X end Wemings before construdlon commences building component.ApplieebtHy of design parameters and proper ' r4 Z.3s4 compassion web bracing + Incorporation of component Is the responsibility f the building designer. g must be Installed where shown . Ix•p aY° J/�� {A �©�y... 3.Additional temporary bracing to Insure stability during construction 2 Design sesames the lop and bottom chorea to be laterally braced at C! 1"# Is Be responsibility of me erector.Additional permanent bracing of 7 ntlo.cane at 10 hic.rsuch as ply unless braced(TC)enc their length by 'ER R..i t_\- DATE: 5/24/2017 the overall structure la the responsibility of bulltling designer. 3.Dl Impact btld bridging or such as adng re airedsheatIn ere s own+erywel(BC>. p g gor aarelpredn8ry or the where ive contractor. fasteners SEQ.: K3 2 3 5 7 4 7 4.No foss should be applied to any component until alter all bradip and 4.Instaaefbn ollnca is the responsibility of the respective contractor. fasteners are complete end al no time should any roads greeter than 5.Design assumes trusses ere to be used Ina noncorrosive environment, TRANS ID• LINK design loads be applied teeny componery and are(or"dry condition"Ouse. 5.CompuTrus has no control over and assumes no reepondbtoy forme 6.Design assumes NA bearing at are supports shown.Shim or wedge If EXPIRES:. 12/31/2017. fabrication,handling,shipment and hstalallon of components. 7.Design ssumes adequate drainage is prodded. May 24,2017 8.This design is furnished urged to the limitations set forth by 8.Plates shag be located on both faces of truss,end placed so their center TP/YWCA in BCSI,copies."(which will be furnished upon request. lines coincide with joint center lines. uTrus Software 7.6.8(1L 9.Digits Indicate size of plate In Inches. MITek USA,Inc./Com p � 10.For basic connector pale design values see ESR-1311,ESR-1888(MRek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 80 10-11=(-280) 1791 2-10=( -369) 222 7-14=(-2163) 384 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=( -79) 140 11-12=(-269) 1799 10- 3=(-2163) 384 14- 8=( -369) 222 WEBS: 2x4 KDDF STAND 3- 4=(-2030) 380 12-13=(-269) 1684 3-11=( 0) 259 LOADING 4- 5=(-1628) 404 13-14=(-280) 1614 11- 4=( 0) 225 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-1628) 404 4-12=( -577) 203 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2030) 380 12- 5=( -198) 1070 TOTAL LOAD = 45.0 PSF 7- 8=( -79) 140 12- 6=( -577) 203 OVERHANGS: 18.0" 18.0" 8- 9=( 0) 80 6-13=( 0) 225 LL = 25 PSF Ground Snow (Pg) 13- 7=( 0) 259 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 2015. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 POP. 0'- 0.0" -259/ 1845V -278/ 278H 5.50" 2.95 KDDF ( 625) 37'- 0.0" -259/ 1845V 0/ OH 5.50" 2.95 KDDF ( 625) k OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. 1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.010" @ -1'- 6.0" Allowed = 0.150" MAX TL DEFL = -0.011" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = 0.090" @ 18'- 6.0" Allowed = 1.804" MAX TL DEFL = -0.156" @ 18'- 6.0" Allowed = 2.406" MAX LL DEFL = 0.010" @ 38'- 6.0" Allowed = 0.150" MAX TL DEFL = -0.011" @ 38'- 6.0" Allowed = 0.200" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.047" @ 36'- 8.5" MAX HORIZ. TL DEFL = 0.079" @ 36'- 8.5" 18-06 18-06 6-02 6-02 6-02 6-02 6-02 6-02 Design conforms to main windforce-resisting system and components and cladding criteria. T T f T f T f 12 12 Wind: 140 mph, h=l5ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 6.00 M-4x6 Q 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 4.0" End vertical(s) axe exposed to wind, 6 ` Truss designed forwind loads M-5x6(5) 1 iM-5x6(5) in the plane of the truss only. 3.1' 0"25" 0.25" 4 6 M-3x6 M-3x6 3 +B 7 M-1,5x3 + \e/NM-1.5x3 2 0 1 • I v o N 10 11 12 -3x8 M-3x4 M-5x8(S)0.25" M-3x4 M-3x8 X19 ''<(<5�� PR Op, s, J. b y l l N5 VkGMIVfiR �Q 9-03 9-03 9-03 9-03 C? �j y 37-00 1-06y '� 9200 E 44, r 1-06 JOB NAME : AMERICAN MODERN STEP 5 PLEX - B4X -A'"- Scale: 0.1609 �� : *".,..4/ WARNINGS. GENERAL NOTES, uniesa othendee noted. , OREGON Oli n �r� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an Individual 0 tJ✓1IlICC..lV7 �'V1 vV Truss: B4X end Warnings before cenetm digin commences. building componentApplloabd ty of design parameters and proper 2.204 compression web bracing must be installed where shown•. incorporation of component is the responsibility of the building designer. L.� -7r 1 4 2-Q "�+ 3.Adddlonai temporary brecing to insure stability during construction 2.Desitin assumes the top and bottom chords to be laterally braced et 1 Ie me responsibility of the erector.Atldllerr permanent bracing of 7 ntc.and et ea hin respectively ply wood s braced)TE)c di their length). Fifl 11- DATE: 5/24/2017 the overall structure is the responsibility of the building designer. continuousxImp sheathing Weis as wing requirede sha Mere s non ar drywaN(BC). aY g 3.2z impact bridging or Wend bracing where shown t. SEQ.: K3 2 3 5 7 4 8 4.No bed Mould be applied to any component until alter all bradng and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete end et no time should any loads greeter then 5.Design assumes hisses am to be used In a non.oerro,Ne environment, TRANS I D: LINK design bade be applied to any component. end are for"dry condition-of use. 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing et all supporta shown.Shim or wedge If EXPIRES: 12/3112017 fabric.tion,handling,shipment and installation of components. 7.Design necessary. adequate drainage is provided. May 24,2017 S.This design Is furnished milled to the limitations eat forth by 8.Plates shall be located on both faces of Huse,and placed so their center TPDARCA in SCSI,copies of which coil be furnished upon request. linea coincide vdth Joint center lines. uTrus Software 7.6.8 i L E 9.Digits Indicate size of piste in Inches. MiTek USA,Inc./Cam P ( )- 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 36'- 1.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=(-1629) 325 11-12=(-232) 230 11- 1=(-1580) 328 17- 5=( -586) 131 BC: 2x4 KDDF #1613TR SPACED 24.0" O.C. 2- 3=(-2068) 431 12-13=(-364) 1562 1-12=1 -306) 1730 5-18=1 -514) 211 WEBS: 2x9 KDDF STAND 3- 4=(-2079) 472 13-16=(-390) 1921 12- 2=1 -848) 242 18- 6=( -295) 1036 LOADING 4- 5=(-2078) 542 14-15=( 0) 0 2-13=( -58) 488 18- 7=1 -523) 222 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.D)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-1489) 463 15-17=1 -5) 23 13- 3=( -272) 118 7-19=( -59) 303 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1513) 442 17-18=(-260) 1454 3-16=1 -220) 100 8-19=1 -502) 189 TOTAL LOAD = 45.0 PSF 7- 8=1-1813) 472 18-19=(-282) 1499 4-16-) -181) 123 19- 9=( -95) 737 ** For hanger specs. - See approved plans 8- 9=(-1712) 376 19-20=(-260) 1115 15-16=( 0) 54 9-20=(-1826) 369 LL = 25 PSF Ground Snow (Pg) 9-10=1 -76) 97 16-17=( -276) 1546 20-10=1 -117) 65 16- 5=1 -256) 1092 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -252/ 1617V -241/ 269H 5.50" 2.59 KDDF ( 625) 36'- 1.0" -254/ 1630V 0/ OH 5.50" 2.61 KDDF ( 625) 1COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing.i VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.099" @ 11'- 4.2" Allowed = 1.758" MAX TL DEFL = -0.164" @ 11'- 4.2" Allowed = 2.344" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.041" @ 35'- 9.5" 8-11 9-01-08 9-01-08 8-11 MAX HORIZ. TL DEFL = 0.067" @ 35'- 9.5" 1' T T T 4-07-04 4-03-12 2-06 3-01 3-06-08 4-08-15 4-04-09 4-06 4-05 Design conforms to main windforce-resisting '9' '9' 'l' T '' T T '9' '9' . system and components and cladding criteria. 12 12 12 12 4.00 6.00 M-4x6 12 6.00 a 4.00 Wind: 140 mph, h=24.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor-1.6, 6 ,ryf End vertical(s) are exposed to wind, Truss designed for wind loads M-3x105 3.1, in the plane of the truss only. M-3x4 7 M-1.5x3 4 M-5x6 M-5x6 e I!. y M-3x4 M-3x6 2 + +1 /•-e, 9 M-4x4 +1 .+ -11-4x4 + M-1.5x3 / 1 0 o a` I + O N f rr 11 k r 12 137 16 M-1.5x3 M-3x40 g a T -1 0 M-3x6 I f 1415 17 le *e20 '-I M-1.5x3-M-4x4 M-3x8 0.25 M-3x5 M-5x8 M-5x8(5) l ) l ll l l 1 11' y 4-03-12 4-03-12 2-019907-3.11-04 3-08-04 9-03-04 8-09-04 y �r r f1 PR Opt, J. 10-09-04 J,J. 25-03-12 y `' Fy`V�+ IJrC l GIN y 11-03-04 0-06 24-09-12 y -:LSA V �A�.. 36-01 89200PEY� JOB NAME : AMERICAN MODERN STEP 5 PLEX - B5X _ /,��If{p1' Scale: 0.1546 AMP "]. WARNINGS: GENERAL NOTES, aloes otherwise noted: 1.Builder and erection contredor should be advised ora]General Notes t.This design b based onry upon the parameters shown end Is for an individual J} �f OREGON• , Truss: B5X and Wamings before construction commences. building component.Appliceboly of design parameters and proper V -+��} 2.2x4 compression web bredng must be hretalled where shown+ Incorporation of ampaneM is the respansiblily of the bu]dmg designer. �J'y '7 y A 20 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop end boRom chords to be laterally braced at Sal `Y' �' ))) Is the roeponsibilly of the erector.Additional permanent bracing or 2 o c.and et 70 o c.respectively unless braced Throughout the]length by MSR �� DATE: 5/24/2017 the overall structure la me responabu f the building designer. 9,Int acts sheathing such as acing rpRwood airedaheathere s ownendfr drywen(Bc). F�f. Ip o g4.2a Impact bet hos Is thehterel po bracing required of the where shown contractor.a SEQ. K3235749 4.Nolostlslare cmlbe eptsnmany cos shout erg lafter adalleradohand B.Dets]nlas=mestrIsare to be syoftherespadmeseiron feMenen are compere and al aro time should arty masa greater man B.Design assumes trusses are to be used In a noncorroalve environment, deal loads be d to anyM. end are for"dry condition. use. TRANS ID: LINK g^^• neampana EXPIRES: 7 5.CompuTrua has no control over and assumes no responsibility for the 6.Design assumes fail Oearmg al all supports shown.Shim or wedge If C^P rj C{s'. !]/r] /ry/1.4 fabrkafen,handling,shipment end installation of components. ca=nary' /fir RGl3 £/J Lll1 7.Pesign cbe lc ed en drainage tens is Miss, . May 24,2017 6.This d=eign is furnished subject m the limitations set forth by 8.Pi=les shall be located an both faces or Imes,and plead so their comer TP WJTCA in BCSI,copies of which will be furnished upon request. lines coincide with pint center lines. MiTek USA,Inc./Com Trus Software I 7.6.8 L 9.Digits radiate sire of pale In Inches. PO ( to For bask 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 37'— 0.0" !COND. 2: Design checked fox net(-7 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF ld16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 RODE 'CORD, 3: 150.00 PLF SEISMIC LOAD. 1t16BTR SPACED 24.0" O.C. WEBS: 2x9 RODE' STAND Design conforms to main windforce—resisting LOADING system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSI' BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF Wind: 190 mph, h=l5ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, TOTAL LOAD = 95.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-1.5x4 or equal at non—structural LL = 25 PSF Ground Snow (Pg) End vertical(s) are exposed to wind, vertical members (uon). Truss designed for wind loads LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Note,Truss, design requires continuous AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. bearing wall for entire span UOS. 18-06 18-06 T '1 4 6-07-11 6-00 5-10-04 5-10-04 6-00 6-07-11 T T 4 '1 T 4 T 12 12 6.00 p IIM-9x4 .. 6.00 4.0" s ,F,/ M-5x6(5) 11.111.111111.11.111111F- 1.1111111111411111111111444444%. .1 M-5x6(S) 0.25" 0.25x' 4 6 Qom, o` 14-3X314111111 -3xM-3x6 3 Ie 7 1\ -f B M-3x8 +. M-3x8 2 r 1 f + + r 0 0 i I 0 p 1 i N aW,. .« WSW �T N O�r -/ 10 11 12 130.25" 14 15 16 M-3x8 M-3x6 M-3x6 M-3x8 M-5x6 M-5x815) y y 1 l y l � NGyNE6,, Wo 6-04-03 6-00 6-01-12 6-01-12 6-00 e 1 J, )' 'Q 1-06 37-00 4t"" 1,06 '��,,... P E JOB NAME : AMERICAN MODERN STEP 5 PLEX — BFWX f , `' ! Scale: 0.2239 ., t� '114. . WARNINGS: GENERAL NOTES, unless otherwise notetl -7 OREGON )'. 1.Builder and erection contradar should be advised of al General Notes 1.This design is based only upon the parameters shown and is for an individual / OREGON V a� ., Truss: B FWX and warnings beare conswomn commences. building component.A Icabti r design parameters and L A4N incorporation of compo em is the re sibA f ore building proper 2.264 compression web bredno must be installed where shown+. responsibility o g signer. /'\. Y 14 � �"'�'+ 3.Additional temporary bracing to Ware stability during construction 2•Design assumes the top and bottom chorda to be laterallyha brecsd al t,/ is the responsibily of the erector.Additional permanent bracing of continuous o and at es10'o n respectively unless wthinraced(TC)and/or n/their all(B)ngth MER R I L'- DATE: 5/24/2017 me overall structure Is he responsibility of the building designee aImpact sheathing such)bracing requirede ire,.shownoOsryvnn(Bc). (� 3.Is Impact bridging or isroralbredngwheresem♦+ SEQ.: K 3 2 3 5 7 5 0 4.Na bad should be applied to any component until after all bearing and 4.Designtas of truss is the are of the respective contractor. fasteners are complete and at no time should any roads greater than 5. assumes eases ere to be used In s noncormsNe environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condlbn"oluse. " 5.CompuTne has no control ever and assumes no responsibility for the 6.Dee ell assumes SR bearing at al supports show.Shim or vrodge If EXPIRES: 12/31/2017 fabrication,handling,shipment and insralatbn of components. exary 7.Designshall baswmes need ane drainagelis provided. May 24,2017 e.This deign is furnished.visa to the umnatbns set forth by B.Plains anal be bated on both races or was,and placed so their center TPINJfcA in BOSt,copies of which wet be Swished upon request. lines cobdde with joint center linea 9.Digs Indicate We of plate in inches. MITek USA,Ino./CompuTrus Software 7.6.6(1L).E 10.For basic connector plate design values see ESR-1311,ENR-1855(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 10'— 0.0" 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF b16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF I{1&BTR SPACED 29.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. DON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF Wind: 140 mph, h=21.Sft, TCDL=6.O,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PIF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Unbalanced live loads have been TOTAL LOAD = 45.0 PIF load duration factor=1.6, considered for this design. Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall DON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 5-00 5-00 q 1 1' NOTE:DESIGN ASSUMES SHEATHING 12 12 TO ONE FACE. e.00 p IIM-4x4 ..-,16.00 2 ro n I 11111I r o r 0 1 .1 f —i I 4 5 J' 2-00 y 10-00 y 2-00 y sok PR pFfiss 0„. tiNG4N��9 /0 89200PE. JOB NAME : AMERICAN MODERN STEP 5 PLEX - Cl • Scale: 0.5057diglif=tn . CC. WARNINGS: GENERAL NOTES, unless°them's.,noted: 7J O ON Truss: C 1 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual 1+'' �J and Warnings before contraction commences budding component.Applicability of design parameters and proper 2.254 compression web being must be installed where sMmm incorporation of component is the responsibility of the building designer, rn ) 44' 1 4 2.0 4 3.Additional temporary bracing to Insure stability during canshuction 2 Design assumes me top and bottom chords to be laterally braced at �,,,( �+ 1 Is the espamlblMy of the erecta.Additional permanent bracing of 7 c.c.and et 10 o.c respectivelyunless bated throughout their dangle by J � 0- DATE: 5/24/2017 the overall structure la me responsibility of the building designer. 3.Di Impact bridging or inuous sheathing such as plywood airedMeatnp(Tc)ant/or erywaA(BC). e"✓ p g or there predng required the were shown t a SEQ. : K3 2 3 5 7 51 4.No load mods be avwlea to any component unto seer an beans end 4.Installation Muss the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID: LINK dedgn bads be applied to anyaompenent. and are for"dry condition of use. s.Compurrue has no control over and assumes no responsibility for the 6.Design assumes NA bearing at d supports mown.Shim or wedge If EXPIRES: 12/31/2017 mmmry, fabrication,handling,shipment and installation of components. 7.6.This design Is furnished sub)ed to the limitations set fodh by 5.Plaesnshall be locasumes ted on both ecesequate drainage io trusls,eand placed d. as their center May 24,2 17 TPPWTCA In SCSI.copies of which will be furnished upon request. Ines coincide with joint center line. 9.DIM Indicate site of plate In Inches Mak USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1088(Mlrek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #l&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. 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 Wind: 190 mph, h=22.Sft, TCDL=6.O,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Unbalanced live loads have been TOTAL LOAD = 95.0 PSF load duration factor=1.6, considered for this design. Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. NOTE:DESIGN ASSUMES SHEATHING 5-00 5-00 TO ONE FACE. '( 4 T 12 12 FP' ))M-9x9 8.00 Q 2 8.00 Ill f -, 1 M p M O o r 0 rt ry AI 4 5 y 2-00 y 10-00 y 2-00 y �C;\ >�G NE.$, s`S'/ t. •9200PE JOB NAME : AMERICAN MODERN STEP 5 PLEX — C1X Scale: 0.4057 - Ir lie tt WARNINGS: GENERAL NOTES, anises otherwise noted. n� �� Truss: C 1 X 1.Builder and erection contractor should be advised of all General Note. 1.This design Ie based only upon the parameters shown end Is for an individual / V A40� and WamIngs before construction commences, building component.Applicability of design parameters and proper r[+" V 'v' . 2.254 compression web biasing must be installed where shown a. Incorporation of component h the responsibility of the building designer. +�fr� )J" 14 nO ^ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at �,/ ,a f+ 0A. is the responsibility of the erector.Additional permanent bracing of 2 oticc.end d 7 G hins sash as plysdunless braced(TC)and/or o/t rock Imgthby ). 'E'FiR 1 L� T_ DATE: 5/2 4/2 017 the overall.tmaure is me re continuous riginglorng later all edng re uiredsheathere s ear,a drynsA(BC). ^Y. .ponslbnny of building designer. 3.2c broad bridging or lateral brsdne required weer.Mown+. SEQ.: K3 2 3 5 7 5 2 4.No wad should be applied to any component until ager all bracing and 4.Installation of buss Is the responsibility 58 the respective contractor. fasteners are compete end at no time should any loads greeter than 5.Design assumes trusses are to be used in e non-sorroele environment, TRANS ID' LINK design bads be applied to any component. and are for'Wry condition"of use. 5.CompuTme has no control over and assumes no responsibility for the 8.Design eesumes coil bearing at ail supports Mown.Shim or wedge if EXPIRES: 12/31/2017 fabrication,handling.shipment end Installation of components. necessary. 7.Design assumes adequate donbodrainage isprovded. May 24,2017 A This design is famished subject to the limitations set forth by 8,lines shall be bated on both faces of tons,and placed so their center TPVWTCA M SCSI,copies of which will be furnished upon request. lines coincide with joint anter lines. 9.Digits indicate size of plate in inches. MITek USA Inc./CompuTrue Software 7.6.8(1 L)-E 19.For bade connector plate design values see ESR-1311,ESR-1988 p,11Tek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 1.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 74 2- 9=(-1084) 1562 3- 9=( -452) 298 10- 6=(-526) 1028 BC: 2x4 KDDF #15BTR SPACED 24.0" O.C. 2- 3=(-1444) 618 7- 8=( 0) 0 8- 9=( 0) 66 6-11=(-986) 315 WEBS: 2x4 KDDF STAND 3- 4=(-1035) 382 8-10=( -10) 16 9- 4=) -133) 623 LOADING 4- 5=( -851) 224 10-11=(-1969) 1991 9- 5=( -616) 556 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL) 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-1031) 311 9-10=(-1208) 1646 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5-10=( -458) 289 TOTAL LOAD = 45.0 PSF OVERHANGS: 13.5" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-1.5x4 or equal at non-structural 0'- 0.0" -286/ 1046V -2000/ 2000H 5.50" 1.67 ROOF ( 625) vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 17'- 1.0" -294/ 1021V -2000/ 2000H 5.50" 1.63 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ** For hanger specs. - See approved plans 'COND. 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/240, TL=L/180 MAX LL DEFL = -0.004" @ -1'- 1.5" Allowed= 0.113" 8-06-08 8-06-08 MAX TL DEFL = -0.004" @ -1'- 1.5" Allowed = 0.150" T f ' MAX LL DEFL = -0.025" @ 8'- 6.5" Allowed = 0.808" 9-05-11 4-00-13 4-01-08 4-05 MAX TL DEFL = -0.038" @ 8'- 6.5" Allowed = 1.078" ` SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 12 1 MAX HORIZ. LL DEFL = 0.033" @ 0'- 5.5" 8.00 p IIM-4x4 8.00 MAX HORIZ. TL DEFL = -0.039" @ 0'- 5.5" 4.0" ICOND. 3: 2000.00 LBS SEISMIC LOAD. M-3xt ,f-rf M-3x5 NM Design conforms to main windforce-resisting '0' ' system and components and cladding criteria. M-1.5x4 M-1.5X9 Wind: 140 mph, h=22ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, M-3x5 +� M-3x5 load duration factorld6 cat.2, Exp.B, MWFRS(Dir), M-1.5x3 M-3x9 End vertical(s) exposed to wind, Truss designed foretcul loads M-3x5 3 ,)' in the plane of the truss only. IIIIIIIIooN " Truss designe: ttwi: for 4x2 ouookers. 2x4 let-ins of the same thkclareas only. M-3x5 M-3x9 41101„„„„„„... o 0 1 ........iiiiiiiill o M-3x4 r 0 § 111111111111111... ...ii i 7 8 10 +*11 �~ M-1.5x3 M-3x10 M-3x4 M-5x8 1 J. J. 1 1 7-07 0-11-08 4-03-04 4-03-04 1 1 J. 1 1-01-08 7-07 9-06 1 8-04-12 0 09-12 8-08-04 1 „`cr '+ 'Q PRUFF'90 1 1 0,GINE, /0 17-01C 9 ,s,,...7 � ` 89200PE r'' JOB NAME : AMERICAN MODERN STEP 5 PLEX - D1 Sale: 0.2808 ,� � " - WARNINGS: GENERAL NOTES, unless otherwise noted ryp(-/�/-ZR( :1 1.Builder and erection contractor should be advised of al General Notes I.This design la based only upon the parameters Moven and Is for an Individual 1.lfl C V V I V 4{,/ Truss: DI and Warnings before congn,dlon commences. building component.Applicability of design parameters and proper �} 2.2a4 compression web brodng must be installed where Mown*. incorporation of component 1s the responsibility of the building designer. <') "i), 1 A Z�N �" + 3.Additional temporary bracing to insure stabildy during construction 2.Design assumes the tap and bottom chords to be laterally braced at V 1 W ,,s, is the responsibility of da erector.Additional permanent bracing of T o c end at Id o.a rsepedNely unless braced throughout(heir Imp by �+.,��.IO- DATE: 4Ye. 5/24/2017 the overall structure is the responsibility of the building designer. continuous ahging r such as plywood required ed where andlar drywal(BC). 3.in Impact bridging A the lateral bracing required where shown•t+ SEQ.: K3 2 3 5 7 5 3 4.No load should be applied to any r:omporrend until anar sit bradng and 4.Installation of truss h the responsimsty arty.reapedive contractor. fasteners are complete and at no time should any loads greater than S.Design assumes trusses are to be used In a noncorrosive environment, design loads be ed to anyand are for"dry condition"of use. ��� TRANS ID: LINK sgor end assumes 8.Design assumes fulbearing at al supports siawn.Shim orwedge if EXPIRES: 12I 5.CompuTrus has no control over end assumes no responsibility kr the e ,y. .r fabrtcetion,handling,shipment and installation or components. 7.Design assumes adequate drainage is prodded. May 24,2017 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces effuse,and placed ca their center TP W,rFCA In BES),copies of whkh will be furnished upon request. lines coincide with Joint center lines. MiTek USA,Inc./ComuTdus Software 7.6.8 1L E 5.Digits indicate size of plate in inches.. P ( )- 10.For basic connector plate design values see E512-1311,ESR-7888(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 1.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 74 2- 9=(-190) 729 3- 9=(-246) 196 10- 6=( -89) 595 BC: 204 KDDF (1&BTR SPACED 24.0" 0.0. 2- 3=(-9B1) 270 7- 8=( 0) 0 8- 9=( 0) 66 6-11=(-719) 176 WEBS: 2x9 ROOF STAND 3- 4=(-735) 204 8-10=( -1) 7 9- 4=(-133) 477 LOADING 9- 5=(-735) 224 10-11=( -24) 43 9- 5=(-158) 135 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-776) 163 9-10=(-107) 615 BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF 5-10=(-265) 160 TOTAL LOAD = 95.0 PSF OVERHANGS: 13.5" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) *' For hanger specs. - See approved plans 0'- 0.0" -122/ 927V -138/ 175H 5.50" 1.48 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 17'- 1.0" -117/ 754V 0/ OH 5.50" 1.21 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 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/240, TL=L/180 MAX LL DEFL = -0.004" @ -1'- 1.5" Allowed = 0.113" 8-06-08 8-06-08 MAX TL DEFL = -0.004" @ -1'- 1.5" Allowed = 0.150" I .f ,c MAX LL DEFL = 0.018" @ 8'- 6.5" Allowed = 0.808" 9-05-11 4-00-13 4-01-08 4-05 MAX TL DEFL = -0.029" @ 8'- 6.5" Allowed = 1.078" A ` SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 I ��M-41X9 12 MAX HORIZ. LL DEFL = -0.009" @ 16'- 11.2" 8.00 Q 8.00 MAX HORIZ. TL DEFL 0.015" @ 16'- 11.2" ,. 4.0" q Design conforms to main windforce-resisting NA system and components and cladding criteria. Wind: 140 mph, h=22ft, 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-1.5X3. :- 3X4 in the plane of the truss only. 3 M-3x4 r i o !I; it �o 1 N o M-3x4 r 'a • `R4 Ad -/'-i 7 8 10 ee 11 M-1.5x3 M-3x8 M-1.5x3 M-5x8 1 1 1 1 1 7-07 0-11-08 4-03-04 4-03-04 1 .1. 1 1 1-01-08 7-07 9-06 1 1 1 1 .r�E5 PRQFfiSs 8-04-12 0-09-12 8-0e-04 1 y c �y � G. , 17-01 89200PE r JOB NAME : AMERICAN MODERN STEP 5 PLEX - D2 � �,�/� Scale: 0.2808 • WARNINGS: GENERAL NOTES, unless othendse noted ..y� OREGON ,- 1.Builder end erection contractor should be advised of all General Notes 1.This design B based only upon the parameters shown and is for an Individual } w OREGON W . 4,(f Truss: D2 and Warnings before construction commences. building component.Applicability of design parameters and proper 7/ ��8S ys�I Z.Tc4 umpession web bracing moat be mstalbd where snows Incorporation of component la the responsibA%y of the building designer fir!"`0 {4 t 3.Additional temporary bracing to Insure stability during conetructkn 2 Design assumes me lap and bottom chortle to be laterally braced at L! 1 ,a, Is the responsibility of the erector.Additional permanent bracing of 2 c.c.end at 10 o.c.respectively sly uMesa braced throughout their length by ��VV1 DATE: 5/24/2017 the overall dructme is the responsibility of the building designer. continuous sheathinginor such l b plywood re uireshewhere)own+dryweA(BC). ��•"""/// eL72 g 3.In Impact ntttus or lateral pracing required the whpre shown contractor.a S EQ. K323rJ7 rJQ 4.Ncmadshoecbe mleentoono comtime shut antil agersgbredohand 4.Osiegn ion asommaslees ae to bebuseulnasrespectivee environ /esienen are compete and at no time should any loads greater man B.Design assumes trusses are to Mused In anon-conoeNe environment, design loads be applied to an and are for^ condition.of use. TRANS ID: LINK e9 Pail any 5.CompulMs has no control over and assumes no responeiblllly for the 6.Design aswmes NN bearing at all supports shown.Shim or wedge If necessary. EXPIRES: 12/3.1/2017 fabrication.handling,shipmentsubject and Installation Unlit of components. 7.Design assumes adequate drainage is provided. May 24,201 7 8.This design Is famished subject to the limitations set forth by 8.Plates shall be muted on both faces of was,and placed so their canter TPLWICA In SCSI,copies of which will be furnished upon request. lines coincide with joint center linea. MiTek USA,Inc./Com uTrus Software 7.fi.8(1 LFE 9.Digits Indicate We of plate m Innes. P /0.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 19-01-00 GIRDER SUPPORTING 20-08-00 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #l&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 74 2- 8=(-760) 5160 8- 3=( -299) 2052 12- 6=(-1316) 249 BC: 2x6 KDDF 111613TR 2- 3=(-6972) 1026 8-11=(-759) 5116 3-11=(-1752) 328 6-13=(-2650) 949 WEBS: 2x4 KDDF STAND; LOADING 3- 9=(-4562) 782 9-10=( 0) 0 10-11=( -84) 596 13- 7=( -976) 6178 2x9 DF 2900F A; LL = 25 ESE Ground Snow (Pg) 4- 5=(-4592) 786 10-12=( -6) 42 11- 9=( -809) 9740 7-14=(-4262) 692 2x9 KDDF 81&BTR B; TC UNIF LL( 50.0)+DL( 20.0)= 70.0 ELF 0'- 0.0" TO 19'- 1.0" V 5- 6=(-5448) 909 12-13=(-876) 5660 11- 5=(-1074) 256 204 KDDF STUD C; BC UNIF LL( 233.3)+DL( 206.7)= 440.0 PLF 0'- 0.0" TO 19'- 1.0" V 6- 7=(-5274) 860 13-14=(-104) 658 11-12=( -688) 9698 2X8 KDDF 02 D 5-12=( -178) 982 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL TC LATERAL SUPPORT <= 12"OC. UON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -831/ 5097V -135/ 183H 5.50" 8.08 KDDF ( 625) OVERHANGS: 13.5" 0.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 19'- 1.0" -770/ 4828V 0/ OH 5.50" 7.72 KDDE ( 625) ( 2 ) complete trusses required. 'COND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. J� Attach 2 ply with 3"x.131 DIA GUN nails staggered: VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 9" oc in 1 row(s) throughout 2x9 top chords, MAX LL DEFL = -0.001" @ -1'- 1.5" Allowed = 0.113" 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX TL DEFL = -0.001" @ -1'- 1.5" Allowed = 0.150" 9" o n 1 row(s) throughout 2x9 webs, MAX LL DEFL = -0.068" @ 8'- 6.5" Allowed = 0.908" XX, 9" oc in 2 row(s) throughout 2x8 webs. MAX TL DEFL = -0.123" @ 8'- 6.5" Allowed = 1.211" SEASONED LUMBER IN DRY SERVICE CONDITIONS 8-06-08 7-04-10 3-01-14 MAX HORIZ. LL DEFL = 0.029" @ 18'- 9.2" T ' f ' MAX HORIZ. TL DEFL = 0.043" @ 18'- 9.2" 4-08-01 3-10-07 3-03-12 4-00-14 3-01-14 f f f T T 'f Design conforms to main indforce-resisting 12 12 system and components and cladding criteria. M-4x6 a.00 Q 8.00 Wind: 140 mph, h=22ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 4-,( load duration factor=l.6, NIS End vertical(s) are exposed to wind, Truss designed for wind loads M-3x5 in the plane of the truss only. M-3x5 3 111115 x6 M-4x10 M-5x10 F7, a m- ro o 1 9 c,illigill[ 4. _02_min 11 '- i t M-3x6 0 o � ® N - 9 10 12 13 -� 4 M-1.5x3 M-6x10 M-4x8 M-7x8 M-1.5x4 l k k k k k l 4-06-05 3-00-11 0-11-08 3-05-08 4-02-10 2-10-06 k b vi y 1-01-08 7-07 11-06 +FAYY yr� y 8-04-12 0 09-12 10-08-04 y c. ' G,AGNE Ll�s� 19-01 89200PE JOB NAME : AMERICAN MODERN STEP 5 PLEX - D3 "-- Scale: 0.2320 : i ill WARNINGS: GENERAL NOTES, unless otherwise noted: "�L , OREGON fe/ 1.Builder and arecbon contractor should be advised of a8 General Notes 1.This design is based only upon the parameters shown and h bran Individual L✓!1 G�\..77 1 Y `t4 As, Truss: D3 and Warnings before construction commence. building component.Applicability of design parameters and proper 2.2e4 compression web brsong must be Installed where shown. incorporation of component lathe responsibility of the building designer. //ti. 'fI y i 4 ZOa` �-�.. 3.Additional temporary bracing to Insure stability during conabucifon 2.Design aewmes the top end bottom moms to be laterally braced at V ,,w, Is me responsibility of Re erector.Additional permanent bracing of Y o c end et 1G o c reepeml ply unless tinted throughout their length by � ���Yh continuous sheathing such es plywood shoe where andfor erywa6(BC). 'FM.•� DATE: 5/24/2017 Ore overall tincture le the reeponsibtttty entire building designer. 3.2a impact bridging or lateral bracing required where shown** SEQ.: 813 2 3 5 7 5 5 4.No load should be applied to any component until alter all bracing and 4.Installation of russ is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used In a non.oerroeNe environment, TRANS ID: LINK design Reds beapplied toany component. and are for"dry condition"ause. 5.CompuTme Ms no control over and assumes no responsibility for the 6.De sign assumes NA bearing at all supports shown.Shim or wedge If EXPIRES 12/31/2017 fabrication,handling,shipment and installation of components. Designcn ens 7. hall esadequate enbodrainage mpruss,ended. May 24,2017 8.This design ts furnished wgea to the llmnebons tial forth by B.Plates shah be rotated on barn races 9rtmes,and placed as mets tamer TPI/WTCA in SCSI,copies of which will be Smashed upon request. lines coincide with Joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.8)1L)-E 1g.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 9'- 0.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cpl=1.00 TC: 2x9 NODE #1613TR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=( 0) BO 2-5=(-36) 41 3-5=(-131) 122 BC: 2x6 KDDF #16BTR SPACED 29.0" D.C. 2-3=(-92) 57 WEBS: 2x9 KDDF STAND - 3-4=(-11) 5 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 PIE' BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 95.0 PIE' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" 0'- 0.0" -151/ 805V -28/ 80H 5.50" 1.29 ROOF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 0.0" -73/ 506V 0/ OH 5.50" 0.81 KDDF ( 625) ** For hanger specs. - See approved plans ADDL: BC CONC LL+DL= 704.0 LBS @ 2'- 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. I REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX TL DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.018" @ 2'- 1.8" Allowed = 0.202" MAX BC PANEL TL DEFL = -0.023" @ 1'- 11.5" Allowed = 0.181" 3-08-04 0-03-12 SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.000" @ 3'- 8.2" 12 MAX HORIZ. TL DEFL = 0.000" @ 3'- 8.2" 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x3 4 Wind: 140 mph, h=20.2ft, TCDL=6.O,BCDL=6.0, ASCE 7-10, -/ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 1 End vertical(s) are exposed to wind, 0111.1111111 Truss designed forwind loads in the plane of the truss only. 0 0 N in r BI o v 0 a 2 ill.--- 1 5 • 1 M-3x4 M-3x6 y y704# ,, )- 3-0 8-0 4 3-08-04 0-03-12 l l )' 1-06 4-00 ��� p PR O .Fss c,,N GI NE ,Q ` ` :9200P, ��' JOB NAME : AMERICAN MODERN STEP 5 PLEX - DGIRD '/ �� Scale: 0.6113 WARNINGS: GENERAL NOTES, unless othemisa noted' OREGON ire 1.Builder and erection contractor should be advised of ell General Notes 1.This design is based only upon the parameters mown and is for an Individual R G "r0 Truss: DGIRD and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web Deane must be Inslalbd where shown 0. Incorporation of component la the responsibility of the building designer. 11'0/� 1 A f1 Q� �� 2.Design assumes the top and bottom chorda to be laterally braced at 'C.l 7 f°F Y+ 3.Additional temporary bracing to Insure stability during eonetmetlon T o e and et 10 oh.respectively unless braced throughout melt langur bySI is theresponslb4ty ofthe erector.Additional permanent bracing of continuous sMathing such as plywood sheathing(TG)and/or drywall(Bc). - ,""f..e Ql} ',�. DATE: 5/24/2017 the overall structure h the respon&btitiy of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ a s l S tr� SEQ.: K3 2 3 5 7 5 6 4.No road should be applied to any component until after all bracing and 4.Installation of was la the responsibility of the respective°entracte, fasteners ere complete and at no time should any loads greater than 5.Design assumes busses are to be used in a noncorrosive environment, designloads be applied to an nt, end are for"dry condEbn"of use. TRANS ID: LINK00 any S.Design assumes fulbearing ataisupports shown.Shim orwedge IfnecEXPIRES: 12/31/2017 5.CompuTas has no control over and assumes no rospanaldlRy for the essary. fabrication,handling,shipment and lnstsflatlon of components. 7.Design assumes adequate drainage is provided- May 24,2017 8.This design la furnished suited to the limitations eel form by 8.Plates shall be located on both faces of truss,and placed so their center TPIM/ICA in BCSI,copies of which will be furnished upon request. line coincide with joint center lines. 9.Diggs Indicate sirs of piste In Inches. MiTek USA,Ino./CompuTrus Software 7.6.8(1 L)-E 10.For bask connector plate design values see ESR-1317,ESR-1988 Wick) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 1.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -4) 99 7- 8=(-1977) 1991 7- 2=(-1176) 549 10- 5=( -798) 791 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2- 3=(-1025) 495 8-10=(-1202) 1567 2- 8=( -698) 1112 10-12=(-1322) 1626 WEBS: 2x4 KDDF STAND 3- 9=( -860) 353 9-11=) 0) 0 B- 3=) -424) 393 5-12=( -712) 507 LOADING 4- 5=( -726) 235 11-12=( -7) 11 3-10=( -672) 553 12- 6=( -639) 1032 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=( -785) 296 12-13=(-1982) 1991 11-10=( 0) 65 6-13=(-1174) 545 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10,0 PSF 10- 4=( -148) 991 TOTAL LOAD = 95.0 PSF OVERHANGS: 13.5" 0.0" BEARING MAX VERT MAX HORZ BEG REQUIRED ERG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-1.5x4 or equal at non-structural 0'- 0.0" -524/ 1212V -2000/ 2000H 5.50" 1.94 KDDF ( 625) vertical members (won). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 17'- 1,0" -525/ 1209V -2000/ 2000H 5.50" 1.93 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. M-3x9 where shown; Jts:2-3,5-8,13 ICOND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. I ** For hangerBOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 1.5" Allowed = 0.113" MAX TL DEFL = -0.003" @ -1'- 1.5" Allowed = 0.150" 8-06-08 8-06-08 MAX LL DEFL = -0.016" @ 8'- 6.5" Allowed = 0.808^ 1 ' f MAX TL DEFL = -0.025" @ 8'- 6.5" Allowed = 1.078" 4-07 3-11-08 4-01-08 4-05 SEASONED LUMBER IN DRY SERVICE CONDITIONS 1' '1 ' 1' 1' MAX HORIZ. LL DEFL = 0.027" @ 0'- 1.7" 12 12 MAX HORIZ. TL DEFL = -0.030" @ 0'- 1.7" IIM-4x4 8.00 F7r Q 8.00 4 On ICOND. 3: 2000.00 LBS SEISMIC LOAD. M-3115 M-3x5 Design conforms to main windforce-resisting �,- system and components and cladding criteria. -1.5x4 4-1.5X9 Wind: 190 mph, h=23ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, M-3x5 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x5 load duration factor=1,6, End vertical(s) are exposed to wind, M-3x5 3 eTruss designed for wind loads '..` in the plane of the truss only. M-1.5X9 iltk Truss designed for 9x2 outlookers. 2x4 let-ins of the same size and grade as structural top M-3x5 chord. Insure tight fit at each end of let-in. outlookers must be cut with care and are 26permissible at inlet board areas only. o may'o 1 �I,N ato I,` _r o 912 '-13 M x8 M-3x10 M-1.5x3 ) ) ) ,6 , ) 4-03-08 3-03-08 0-11-08 4-03-04 4-03-04 l ) ., l 1-01-08 7-07 9-06 �...< �8-09-12 0-09-12 8-08-04 �`0,NE4 ,/: .,y y � e 17-01 E/ 89200PE r JOB NAME : AMERICAN MODERN STEP 5 PLEX - DIX .. /.">•' . Scale: 0.2301 - '��•,• WARNINGS: GENERAL NOTES, unless hire se noted, �! OR G©N �4/ 1.Builder and erection contractor should be advoed Oat General Notes 1.This design Is based only upon the parameters Mown and is for an individual Y s,. Truss: D1X end Warnings before construction commences, building component.Applicability of design parameter and proper �y �OI�N� •-1- 2.2x4 compression web bracing must be Installed where shown«. Incoryonllon of component is the responsibility of iha bWlding designer. /� -7 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom charts to be laterally braced at V i 4. , Is the reapondbitty of the erector.Additional weaned bracing of 2 a i and at IC/o c,respectively woods braced(TC)and/or dry length by ,1.1 ,Z/Fil L� DATE: 5/2 4/2 017 the overall.trader la the raponsibllty of the building dealcontinuous rhg ing later es pdeg relywood ire s 55wO drywaN(BC). aI''1 finer. 1 In Impact bridging or lateral bracing require where show « SEQ.: K3235757 4.Nobadshould ecbeapplied bany component until alleyall eaacinhand 4.DeNSetee ofbussIsthe nebe gsyofthe erespective rnsscontractor. fasteners are complete and at no time should any beds greater than 5.Design assumes mesas Cr.e to be used In a non<ar,oerve environment, TRANS ID: LINK design loads beapplied to any component. and are for"dry condnlon•of we. 5.Compuins Ms no control over and assumes no responsibility for the 6.Design assumes NN bearing at at supports shown.Shim or wedge if EXPIRES: 12/31/2017 fabrication,handling,shipment end installation of components. rwewry' T.Design May 24,2017 e.This design is furnished cabled to the limitations set yon,by e.Plates shall be keeled on bosh ranee are wee,and placed a their center TP WVICA in SCSI,copies of which will be furnished upon request. Ines coincide with Joint center line. MiTek USA Inc./Cam uTrus Software 7.6.8(114-E 9.Digits Indicate We Opiate In Indus. P10.For beak connector plate design values we ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 1.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -4) 99 7- 8=)-232) 197 7- 2=(-905) 228 10- 5=(-134) 150 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2- 3=)-677) 163 8-10=(-165) 550 2- 8-) -81) 553 10-12=(-121) 927 WEBS: 2x9 KDDF STAND 3- 4=(-590) 227 9-11=( 0) 0 8- 3=(-160) 193 5-12=(-350) 179 LOADING 4- 5=(-591) 235 11-12=( -1) 4 3-10=(-207) 137 12- 6=( -96) 520 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 POP 5- 6=(-555) 169 12-13=( -52) 72 11-10=( 0) 65 6-13=(-734) 189 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 10- 4=(-148) 331 TOTAL LOAD = 45.0 PSF OVERHANGS: 13.5" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans CO- 0.0" -121/ 941V -217/ 250H 5.50" 1.51 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 17'- 1.0" -120/ 769V 0/ OH 5.50" 1.23 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 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/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 1.5" Allowed = 0.113" MAX TL DEFL = -0.003" @ -1'- 1.5" Allowed = 0.150" 8-06-08 8-06-08 MAX LL DEFL = 0.013" @ 8'- 6.5" Allowed = 0.808" 1 1' 1' MAX TL DEFL = -0.021" @ 8'- 6.5" Allowed = 1.078" 4-07 3-11-08 4-01-08 4-05 SEASONED LUMBER IN DRY SERVICE CONDITIONS 1' 1' ' 1' MAX HORIZ. LL DEFL = 0.006" @ 16'- 11.2" 12 12 MAX HORIZ. TL DEFL = 0.009" @ 16'- 11.2" 8.00 p HM-4x4 Q 8.00 4.0" Design conforms to main indforce-resisting 4 ,F.,f system and components and cladding criteria. (1.0Wind: 190 mph, h=23ft, TCDL=6.0,8CDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) a exposed to wind, M-3X9 Truss designed fthewtru loads 3 M-3X9 in the plane of the truss only. • 1,1-3X42 6 M-3x4 r, it � ilirlo f 7• M-1.5x3 M-3x4 'i 3314 _r m O r rAu i 9 M- x8 12 s13 M-3x8 M-1.5x3 M-1.5x3 l l l l l l 4-03-08 3-03-08 0-11-08 4-03-04 4-03-04 l l l l 1-01-08 7-07 l l 9-06 l r -. 8-04-12 0-09-12 8-08-04 �' P E4 6,• -/ 17-01 l To CCR ' P_ cr- 89200PE yr JOB NAME : AMERICAN MODERN STEP 5 PLEX - D2X _r,_/,���,,..�//11��' Scale: 0.2301 - rillp ' IMINIIIIII WARNINGS: O.This design kNOTES, uMe•potherwise stepareets 4,OREGON A,r Truss: D2X 7.Band Warnings nerection ccnb construction cit bend Bad of all General Notes buibuildesignisnebased.aptycaupon the parameters pa shown and hfor anIMlvldual OREGON } (�t • and Waming•before censiruction commences incorpg wmpof c component Is thitye of design ey of t ere end proper �} N ` 2.204 compression web bracing must be Metalled where shown.. Incorporation of oomponeM la Ins respansibANy of the building designer. ,/�. All 1�r 20 --4... 3.Additional temporary bracing to Insure stability during construction 10?2.Design assumes ms lop and bottom chorda to be laterally braced at 'G✓ I°i' 111 Is the reapsnsibWty of the erector.Additional permanent bracing of 2 o.c.end at 10'o.c.re pectNeN unless braced throughout malt length by �� DATE: 5/24/2017 the overall structure the responsibility of the building ectal neG continuous sheathing such as plywood sheathing(TC)and/or drywag(SC). IO g 3.2s Impact bridging or latere!bracing required where mown• SEQ.: K3 2 3 5 7 5 8 4.No bad should be applied to any component nseer all bracing and 4.installation of truss is the respnnsuusy of the respective contractor. any fasteners are complete and at no time should any loads greater than S.Design assumes trusses are robe used In a noncorrosive environment, ct nbads be lee to an M. end are for'My condition of use. a TRANS ID: LINK •g PW Ycempone 6.Design ammo's fun bearing at all support•shown.shim or wedge H EXPIRES: 12/31/2017 5.CompuTms hoe no control over and assumes no responsibility rot themry. EXPIRES:}3 EI J 7G 1 fabrication.handling shipment and installation of components. 7.Design assumes adequate drainage is provided. May 24,2017 8.This design is furnished subject to the limitations set forth by 8.Plates shag be located on both faces of trues,end placed ss their center TPNNICA In SCSI,copies of which met be furnished upon request. lines coincide with jolts canter lines. MiTek USA,Inc./Com uTrus Software 7.6.8 1 L E B.Digits Indicate size of plate in moires. P ( )- IO.For bask connector plate design values see ESR-1311,ESR-1988(MMM) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 19-01-00 GIRDER SUPPORTING 20-08-00 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 TC: 2x4 KDDF 1114BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( -4) 98 8- 9=(-238) 226 8- 2=(-4178) 694 11-13=( -508) 3372 BC: 2x6 KDDF k16BTR 2- 3=(-4096) 708 9-11=(-562) 3324 2- 9=( -498) 3612 5-13=( -138) 508 WEBS: 2x4 KDDF STAND; LOADING 3- 4=(-3528) 666 10-12=( 0) 0 9- 3=( -118) 618 13- 6=( -70) 426 2x4 KDDF STUD A; LL = 25 PSF Ground Snow (Pg) 4- 5=(-3510) 672 12-13=( -2) 24 3-11=( -752) 198 6-14=(-2660) 456 2x8 KDDF k2 B TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 19'- 1.0" V 5- 6=1-3914) 700 13-14=(-432) 2906 12-11=( -86) 594 14- 7=( -778) 4852 BC UNIF LL( 233.3)+DL( 206.7)= 440.0 PLF 0'- 0.0" TO 19'- 1.0" V 6- 7=(-2712) 484 14-15=) -78) 340 11- 4=( -678) 3602 7-15=(-4362) 718 TC LATERAL SUPPORT <= 12"OC. UON. 11- 5=( -654) 206 BC LATERAL SUPPORT <= 12"OC. UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 13.5" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -812/ 4996V -212/ 257H 5.50" 7.99 KDDF ( 625) ( 2 ) complete trusses required. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 19'- 1.0" -794/ 4908V 0/ OH 5.50" 7.85 KDDF ( 625) _,� Attach 2 ply with 3"x.131 DIA GUN nails staggered: 'COND. 2: Design checked for net(-7 psf) uplift et 24 "oc spacing. 9" oc in 1 row(s) throughout 2x4 top chords, 9" oc in 2 row(s) throughout 2x6 bottom chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 1 row(s) throughout 2x4 webs, MAX LL DEFL = -0.001" @ -1'- 1.5" Allowed = 0.113" 9" oc in 2 row(s) throughout 2x8 webs. MAX TL DEFL = -0.001" @ -1'- 1.5" Allowed = 0.150" MAX LL DEFL = -0.045" @ 8'- 6.5" Allowed = 0.908" / 8-06-08 7-04-10 3-01-14 MAX TL DEFL = -0.082" @ 8'- 6.5" Allowed = 1.211" t , ,r 1' SEASONED LUMBER IN DRY SERVICE CONDITIONS 4-08-01 3-10-07 3-03-12 4-00-19 3-01-14 MAX HORIZ. LL DEFL = 0.012" @ 18'- 9.2" ' 1' f f 1' MAX HORIZ. TL DEFL = 0.022" @ 18'- 9.2" 12 12 8.00 M-4x6 Q 8.00 Design conforms to main windforce-resisting 4.0" system and components and cladding criteria. 4 ,f.,,, INSWind: 140 mph, h=23ft, 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(.) are exposed to wind, M-3X9 Truss designed for wind loads M-3x9 in the plane of the truss only. 3 M-5x6 M-5x8 M-9x6 `p=7 -i z 1o o 1 �� C 9 0 11 1 d M-3x6 -M-6x6 1 .d I�_ ,� 10 M-1-/x8 13 14 ._.15 -/ M-6x10 M-5x6 M-1.5x3 M-1.5x4 l 1 1 . ), 1 b 9-09-09 3-02-07 0-11-08 3-05-08 4-02-10 2-10-06 ; y y y ti �O P R O/ I,S' 1-01-08 7-07 l l 11-06 y � Opt c, 8-04-12 0-09-12 10-08-09 .1' SCO t �N S' �j� 19-01 ' 89200.PE JOB NAME : AMERICAN MODERN STEP 5 PLEX - D3X ��j/] �--. Scale: 0.2112 17�'" '^^^ WARNINGS: GENERAL NOTES, unless othernlse noted10: OREGON Truss: D 3 X 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 // A-Oft C V 1.J I V �'� and Wanings beers cenNNglon<ommenoea building component.Applicability et design parameters and proper 4. -a Jam.} 1 2.244 compression web bracing must be instated where shown-i. incorporation of component Is the responsibility of the building designer. ;�/+t T�" A n 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the lap and bottom chorda to be laterally braced at (wf ill 4 + Is the responsibility of the erecter.Additional permanent bracing of 2 o.c.and at 10'a.c reapedesly unless braced throughout their length by A R10- DATE: ��lel DATE: 5/24/2017 the overall structure Is the responslbA f the building designer. 2x Impact sheathing 5,suer as bradng requiredplywooe sheathing(TD)hershown angor dryweA(BC). ^I HY^ 9 g 4.In Impact bof rus lar there ps d b ttyof where e co•t S EQ. K3Z3rJ759 4.Noendshould mapplied tal any component until loadall geater hand 4.Design as oftrussr tes are k bebBty ins respective contractor. fasteners are complete and el no Mme should any loads greater than 5.Dolan assumes trusses are a e.used in a non-corroaha environment, TRANS ID: LINK design loads be applied to any component. end are lar"dry condition.et use. 5.CompuTnus has no control over and assumes no responsibility for the 6.Design assumes MI bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2017 memtabdcanon,handling,shipment and installation of components. 7.Design ssumes adequate drainage m provided. May 24,2017 6.This design is furnished soiled to the limitations set forth by 8.Plates shall be leveled on both laces of buss,and placed so their center TPWWICA In BCSI,copes at which wEt be furnished upon request. lines coincide win Joint center Ilnes. 9.Digits Indicate sire of plate in inches. MiTek USA,Ino.1ColnpuTrus Software 7.6,8(1L)-E to.For hese connector plate design values see ESR-1311.EBR-7888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 816BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=( -3) 97 5-6=(-245) 201 5-2=(-383) 203 BC: 2x6 ROOF 816BTR SPACED 29.0" O.C. 2-3=(-134) 98 2-6=(-167) 227 WEBS: 2x9 KDDF STAND 3-4=( -11) 5 6-3=(-197) 138 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PIP BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PIF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 45.0 PIP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" 0'- 0.0" -97/ 740V -102/ 1566 5.50" 1.18 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 9'- 0.0" -154/ 580V 0/ OH 5.50" 0.93 KDDF ( 625) .. For hanger specs. - See approved plans ADDL. BC CONC LL+DL= 704.0 LBS @ 2'- 0.0" ICOND. 2: Design checked for net(-7 psf) uplift at 29 "on spacing. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.009" @ -1'- 6.0" Allowed = 0.150" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL DEFL = -0.011" @ -1'- 6.0" Allowed = 0.200" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.019" @ 2'- 0.6" Allowed = 0.230" MAX BC PANEL TL DEFL = -0.026" @ 1'- 11.6" Allowed = 0.185" SEASONED LUMBER IN DRY SERVICE CONDITIONS 3-08-04 0-03-12 f .r' e MAX HORIZ. LL DEFL = -0.001" @ 3'- 6.5" 12 MAX HORIZ. TL DEFL = -0.001" @ 3'- 6.5" 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x3 4 -/ Wind: 140 mph, h=21.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, lif End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x4 z f e �o tl jE 111111 111I0 111.°111.11111 a i ' 0 1 0 1 N viiin VJI 5 s l 00 6 M-1.5x3 M-4x6 l l +7048 y 1-06 4-00 �� NE& s` 17 :92OOpE r' JOB NAME : AMERICAN MODERN STEP 5 PLEX - DGIRDX 1 Scale: 0,9830 N AilliP. WARNINGS: GENERAL NOTES, unless otherwise noted: "'� OREG'ON ,� 1.Builder and erect.contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown and h for an Individual } Truss: DGIRDX and Warnings before construoSoncommences building component.Applicabgltyofdesign parameters and proper L f [�A�� 2.204 compression web bracing must be Installed where shown Incorporation of component is responsibility of the balding designer. 'Al7 Y 1 A r t �"'�"� 3.Addeonal temporary bracing to Insure debility during consiruotlon 2.Design assumes the top end bottom chorda to be!stonily braces at 't Is the responsibility olive erector.Additional permanent bracing of 7 o c.and at 10 o c.respectively unless braced throughout their length by 4,14F,R R. ��$ continuous sheathing such as plywood Ing(IC)oWor drywa0(BC). DATE: 5/24/2017 me overall structure lame responsibility Ohne building designer. J.2sImpact bof truss isor tin.ralponslb requiredyofthe where showncontractor. oni S EQ. K3235760 4.Noteashould be leglan at any component unty after all loads aadng terhand 4.Design Installation Mises are to be e In a nonpacrvecom won fasteners era complete and at no eme should any greater than 5.Design sheathes passes are to be used in a noncorrosive environment. TRANS I D' LINK design loads be appBed to any component. and are for dry condiion«of use. 5.Compuima has no control over and assumes no responsibility for the 6.Des ign assumes fail bearing at ail supports Hawn Shim or wedge H EXPIRES: 12/31/2017 fabrication,handling shipment and installation of components. a y .1 B.Platassumes adequate drainage Is truss, May 24,2 Q 1 7 6.This design is furnished eub(ed to the limitations eel form by B.Plates shall be located on both(aces of Was and placed so their center TPUWTCA In BCSI,copies of which will be famished upon request. lines coincide with loin center Ices. 9.Digits Indicate size of plate In Inches. MITek USA,Ino./CompuTrus Software 7.6.8(1L).E 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 11'— 2.5" Design conforms to main windforce—resisting TC: 2x9 RODE #1SBTR LOAD DURATION INCREASE = 1.15 system and components and cladding criteria. BC: 209 KDDF #16BTR SPACED 29.0" O.C. Wind: 140 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, TC LATERAL SUPPORT <= 12"OC. Gas. LOADING (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF load duration factor=l.6, DL ON BOTTOM CHORD = 10.0 PSF Truss designed for wind loads TOTAL LOAD = 95.0 PSF in the plane of the truss only. LL = 25 PSF Ground Snow (Pg) Gable end truss on continuous bearing wall UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M-1x2 or equal typical at stud verticals. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Refer to CompuTrus gable end detail for complete specifications. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 5-07-04 5-07-04 T T T 12 12 8.00 II M-4x4 7:18.oO ii6. o Pk o cc, co o II OA— ,4IM3x4� WAIT iI%hili/iiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiAV AI AOP' iAriI iiiii41 -'j, PR M-3x6+ M-3x6+ ?' O�� 6' y 1-01-0s. y 11-02-08 y 1-ol-f 89200PE mac' JOB NAME : AMERICAN MODERN STEP 5 PLEX - E1 Sale: U.5525In 4141,4001 ' WARNINGS: GENERAL NOTES, cants..otherMse noted- OREGON 4'^ Truss: E 1 I.Builder and erection conirador should be advised of al General Notes This design Is based only upon IM parameters show and Is for an Individual OREGON VV and Warnings before conetrudion commences. building componentApplicability of dealgn parameters and proper } 1.1x4 compression web bracing must be installed where shown+. Incorporation of component Is IM responsibility of me building designer. 0 "7 ` 14 '1O 0' 3.Additional temporary bracing to Insure stability doing construction 2 Design assumes the top and bottom chords to be laterally braced at ai', Is the responsibility of the erector.Additional permanent bracing of sura c and at 10'o.c.rsepedWely unless braced throughout their length by 41 F1 R, DATE: 5/24/2017 the ovemi structure le me responsibility f the building dad iter. continuous sheathing such as plywood ahealhlng(TC)andior drywal(SC). 11.E wan lity o g 9 3.1x Impact bridging or lateral bracing regtred where shown+ SEQ.: K 3 2 3 5 7 61 4.No bad should be applied to any component until after an bradng and 4.Installation oftrusses Is the responsibility of the respective contractor. fasteners are compete and at no time should any loads greeter than 5.Design assumesme.Wsses era to be used In a non-corrosive environment, design load.be applIW to any component. and are for"dry condition'.of use. TRANS ID: LINK 8.Design assumes full bearing at all supports shown.Shim orwedge If 5 CompuTrus has no control over and assumes no responsibility for the neceaery. EXPIRES: 12/31/2017 fabrlatlon handling,sidpmsnt and installation of components 7.Design assumes adequate drainage is provided. May 24,2017 O.This design is furnished cabled to the limitations set forth by 8.Plate.shall be located on both feces of buss,and placed so their center TP WJTCA In SCSI.copies of which will be furnished upon request. linea coindde Oh joint center Ines. 9.Digits Indicate size of plate In Inches. MiTch USA,Inc./CompuTrus Software 6.2.3(1 L)-E 10.For basic connector plate design values see ESR-1371,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 2.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF ff1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -98) 108 1- 8=(-1311) 1545 1- 2=(-1093) 617 BC: 2x9 KDDF p14BTR SPACED 24.0" O.C. 2- 3=(-737) 312 8- 7=(-1311) 1545 3- 8=( -502) 497 WEBS: 2x9 ROOF STAND 3- 4=(-590) 207 8- 9=( -59) 230 LOADING 4- 5=(-590) 207 8- 5=( -502) 497 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-737) 312 6- 7=(-1043) 617 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -98) 108 TOTAL LOAD = 95.0 PSF LETINS: 2-00-00 2-00-00 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -297/ 758V -2000/ 2000H 5.50" 1.21 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND INC 2015 NOT BEING MET. 11'- 2.5" -297/ 758V -2000/ 2000H 5.50" 1.21 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP IC OND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing.I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 5-07-04 5-07-04 MAX LL DEFL = 0.023" @ 9'- 7.7" Allowed = 0.515" ,r f MAX TL DEFL = 0.024" @ 1'- 6.8" Allowed = 0.686" SEASONED LUMBER IN DRY SERVICE CONDITIONS 1-08-12 1-00 2-10-08 2-10-08 1-00 1-08-12 f f 1' 'f .f I I MAX HORIZ. LL DEFL = 0.013" @ 10'- 9.0" 12 12 MAX HORIZ. TL DEFL = 0.015" @ 10'- 9.0" 8.00 IIM-9x9 Q 8.0a 'COND. 3: 2000.00 LBS SEISMIC LOAD. 9 4.0" Design conforms to main windforce-resisting asystem and components and cladding criteria. P,,NN Wind: 190 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, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 3 M-3x92 'ti �+~ M-3x9 MA,i anima 111111114111111111111111* Iri, misoi 1�1 m 1_,O 1►� 8 �se7 M-4x6 M-3x8 M-4x6 1 y 1 5-07-04 5-07-04 y 11-02-08 ' ,�ti.. PR pxFss Ca `t- 89200PE. vc JOB NAME : AMERICAN MODERN STEP 5 PLEX - E2 4„/ Scale: 0.4488 -!lam - 'WARNINGS: GENERAL NOTES, antes omemiss noted: OREGON `- 1.Builder and erection contrador should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual �7 fl ((/ Truss: E2 and Wamings before construction commences building component.Applicability of design parameters and proper 2.2x4 compteWan web bracing mus be installed where shown+ Incorporation of component is the responsibility of the bulking designer. y' 4 20 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally bread al �.l I E+ O-DATis me responsibility of the erector.Additional permanent bracing of T o i and at ea o c.rsuch a ply unless braced(TC)a d:their length by �8. R..IO- DATE: E: 5/29/2017 meoveranaruawra theresponsibilityormebuodm designer. angnuatb gltnlnaeuahesplywoodaneatmng(rc)anmormyw.n(nc). .�/ Ps g3.In Impact bridging or lateral bredng required where shone++ SEQ.: K3 2 3 5 7 62 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responabnny of the respective contractor. faaenera ere complete and at ns time Mould any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment. TRANS ID: LINK design loads be applied to any component. and are for:dry condition.ofuse. 5.Compotrua has no control over and assumes no nsponalbillly for the 6.Design assumes Nil bearing at an suppeds Mown.Shim or wedge if EXPIRES: 12/31/2017 aseary. fabrlallon,handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. May 24,201 7 8.Thio design is furnished subject to the Imitations set forth by n.Plates shall be located on both faces of Imse,and placed so their center TPINVICA in SCSI,copies of which will be fumbhed upon request. Bas coincide with Joint center lines. MITek USA Inc./Com uTrua Software 7.6.8 1 L 9.Dlgne Indicate size of plate in inches. P ( )£ 10.For basic connector plate design values see ESR-1311,EBR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 74 2- 6=(-640) 2051 6- 3=) -271) 1059 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-2352) 641 6- 7=(-489) 1526 3- 7=(-1085) 456 WEBS: 2x4 KDDF STAND; 3- 4=( -649) 139 7- 8=( -49) 135 7- 4=( 0) 329 2x6 KDDF #2 A LOADING 4- 5=( -648) 142 7- 5=( -17) 322 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 8=( -565) 177 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 13.5" 0.0" LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -97/ 765V -104/ 124H 5.50" 1.22 KDDF ( 625) 13'- 6.0" -101/ 587V 0/ OH 5.50" 0.40 KDDF (1485) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. I✓OND. 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/240, TL=L/100 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.004" @ -1'- 1.5" Allowed = 0.113" MAX TL DEFL = -0.004" @ -1'- 1.5" Allowed = 0.150" 7-10-12 5-07-04 MAX LL DEFL = 0.069" @ 2'- 11.5" Allowed = 0.629" f ,r f MAX TL DEFL = -0.111" @ 2'- 11.5" Allowed = 0.839" SEASONED LUMBER IN DRY SERVICE CONDITIONS 3-00-08 4-10-04 5-07-04 T f f f MAX HORIZ. LL DEFL = -0.055" @ 13'- 3.2" 12 12 MAX HORIZ. TL DEFL = 0.089" @ 13'- 3.2" 8.00 v IIM-4x4 Q8.O0 9 0" Design conforms to main windforce-resisting t...,,.., system and components and cladding criteria. q � RE Wind: 140 mph, h=21.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, ATTACH FURRING TO BOTTOM CHORD WITH (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 2X4 VERTICALS AT To SHOWN End vertical(s) are exposed to wind, WITH M-1.5X3 TYP.AND M-2.5X4 AT HEEL. Truss designed for wind loads in the plane of the truss only. M-3x5 VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL M-3x4 LOADS IMPOSED BY SUPPORTS(BEARINGS). 3 Oreallillimmumm GIe �� I o �� ElEI 9 m o M-3x9 M-3x8 M-3x6 A .N-I rd o i 1 M-5x6 0 .Q 6.94 12 J• J• l J' 2-09 5-00 5-03-08 0-05-08 y y y y �f �� FRS 0 1-01-08 2-09 10-09 1-01-08 13-06 ..��GJ °1::::,. JOB NAME : AMERICAN MODERN STEP 5 PLEX - E3 0111 ,/�fr� Scale: 0.3323 - t WARNINGS: GENERAL NOTES, amass ethemtee noted �a� ^�t Cr 14/ 1.Builder and erection contractor should be advised of a%General Notes 1.This design Is beeed only upon the parameters shown and Ia for an individual J j A OREGON�.✓1 sl a,� A Truss: E3 and Wamings before construction commences. building component.Applicability of design parameters and proper f✓ ✓J i 2.254 compression web bredng must be Installed where shown*. Incorporation of component Is the responsibility of me building designer. r/ti l+* (ry Q �� 3.Additional temporary basing b insure debility during consimcdon 2.Design assumes the top and bottom chords to be laterally braced at S,( ar 4 Is the responsibility of the erector.Additional permanent bracing of T o.e.end a110'o.a respectively anises braced throughout their length by 41 b R. �� DATE: 5/24/2017 the overall structure Is the reeponsib%%y of the building deelgaer. 3.2n impact bcontinuous ridging or such l b acing red dregsheathere shown an a dr/wag(BC). �J/ dtr g oris ch as pclno required where ina t SEQ. : K3 2 3 5 7 6 3 4.No dbadoe should be applied to any component unyl after ell bracing and 4.Installation of truss la the responsib used of the respective contractor. fasteners aro complete and at no time should any bads greater then 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and ere for"dry condition"of use. 5.CompuTrua has no control over and assumes no respunslBllly for the 6.Design assumes MI bearing at allsupports shovel.Shim or wedge II EXPIRES: 12/31/2017 necessary. tebrtcsllan,handling.shipment and installation of components. 7.Design assumes adequate drainage laprovided. May 24,2017 6.This design is furnished subbed to the limitations set forth by B.Plates shell be located on both faces of was,and placed as their center TPWVICA In SCSI.seplas of wnlch wit be lumbered upon request. line coincide with joint center line. uTrue Software 7.6.8 1 L S.Digits Indicate size of plate In inches. MITek USA,Inc./Com P ( )£ 10.For basic connector plate design values see ESR-1311.ESR-1088(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 15-05-08 GIRDER SUPPORTING 20-05-00 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF N1&RTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-5139) 796 1- 6=(-710) 4090 6- 2=( -280) 1976 9- 9=(-5220) 852 BC: 2x6 KDDF ($1oBTR 2- 3=(-3230) 554 6- 7=(-704) 4050 2- 7=(-1814) 342 9- 5=( -42) 8 WEBS: 2x9 KDDF STAND LOADING 3- 9=(-2640) 488 7- 8=(-268) 1388 3- 7=( -250) 1482 LL = 25 PSE Ground Snow (Pg) 4- 5=) -110) 136 8- 9=(-268) 1388 7- 4=( -350) 2160 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 15'- 5.5" V 8- 4=( -994) 3022 BC LATERAL SUPPORT <= 12"OC. 000. BC UNIF LL( 230.2)+DL( 204.2)= 434.9 PLF 0'- 0.0" TO 15'- 5.5" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ( 2 ) complete trusses required. ADDL. BC CONC LL+DL= 1967.0 LBS @ 13'- 6.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Attach 2 ply with 3"x.131 DIA GUN 0'- 0.0" -644/ 4163V -104/ 209H 5.50" 6.66 KDDF ( 625) nails staggered: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 15'- 5.5" -911/ 5601V 0/ OH 5.50" 8.96 KDDF ( 625) 9" oc in 1 row(s) throughout 2x4 top chords, REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 9" oc in 2 row(s) throughout 2x6 bottom chords, 'COND. 2: Design checked for net(-7 psf) uplift at 29 "00 spacing. 9" oc in 1 row(s) throughout 2x9 webs. BOTTOM CHORD CHECKED FOR DOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.034" @ 4'- 10.3" Allowed = 0.727" MAX TL DEFL = -0.067" @ 4'- 10.3" Allowed = 0.969" SEASONED LUMBER IN DRY SERVICE CONDITIONS 9-00-12 6-04-12 .1' A , MAX HORIZ. LL DEFL = 0.009" @ 15'- 2.0" MAX HORIZ. TL DEFL = 0.018" @ 15'- 2.0" 5-00-01 4-00-11 4-05-04 1-11-08 f { 'f '1' '1 Design conforms to main windforce-resisting 12 system and components and cladding criteria. 8.00 M-5x6 M-4x8 M-1.5x3 3 4 5 Wind: 190 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, jaMMEMMEMEMEMEW -/ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1C!9 i load duration factor=1.6, End verticals) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x5 2 III0 to c- WE CUM I SHilP . 1 - 6 7 8 -�9 -/ o M-5x10 M-3x6 M-6x8 M-3x8 M-4x4 y y y ♦1967# , 4-10-05 4-04-03 4-03-08 ) 1-11-08 EpPRpfifiy y Ct, s' 15-05-08 ‘yG4NE� �/ CO t. #9 (2 17 `Sk- 89200PE r JOB NAME : AMERICAN MODERN STEP 5 PLEX - E4 -,, t0/,�►J Scale: 0.3595 Q"0;- -1 . AZ WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON 1.0 1.Bulkier end erection contractor should be advised of all General Notes 1.This design b based only upon the parameters shown end Is for an Individual // Truss: E4 end Miming,before construction commences. building component.Applicability of design parameters and proper L+ 2��` 2.2x4 compression web bracing must be insisted where shown 0. Incorporation of component Is Me reaponsibAlly of the building designer. ‹c y 1�r 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bosom Words to De laterally bawd at �A_ A Y 'a, la me responsibility of the erector.Additional permanent bracing of T o c.end at 10'o.0 respectively unless braced throughout their length by 4f&" R. �+ DATE: 5/24/2017 the overall structure Is there responsibility of bMdin designer. 2X imp continuoto sheathing each as*Wood Mee where s ownand/0 drywaA(BC). \i. Won AY o 9 g 3.Zx Impact hitting or lateral braWq required where shown t v SEQ.: K3 2 3 5 7 6 4 4.No bad should be applied to any component until after all bracing end 4.Installation of truss Is the responsibility of the respedive contractor. fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used in a noncorrosive environment, and are for"dry condition"of use. TRANS ID: LINK design loads be applied to any component. 8.Design assumes NA bearing at all supports shown.Shim or wedge if �/p pEcS[s 2t]/(3A 2 5.CompuTrus has CO control over end assumes no responsibility for the necessary. EXPIRES:RLt7 i L/.$1 Z2017 febrlcedon,handling,shipment end installation of components. 7.Design assumes adequate drainage is provided. May 24,20 1 7 8.This design is furnished witted to the limitations set forth by 8.Plates Mall be bated on both faces of truss,and placed so Meir center TPIAMICA In SCSI,copies of which will be fumistted upon request. lines coincide with joint center Anes. Trus Software 7.6.8(11..)-E 9.Digits Indicate size of plate In inches. MiTek USA Inc./Com Wto.For bask connector plate design values see ESR-7371,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 9.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 79 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-87) 19 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: 13.5" 0.0" TOTAL LOAD = 45.0 PSF 0'- 0.0" . -75/ 352V -13/ 57H 5.50" 0.56 KDDF ( 625) 1'- 4.9" -51/ 32V 0/ OH 1.50" 0.05 KDDF ( 625) LL = 25 PUP Ground Snow (Pg) 2'- 9.0" -8/ 29V 0/ OH 5.50" 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL kROVIDE FULL BEARING/Jts:2,3,9I REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing.I BOTTOM CHORD CHECKED FOR DOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 1-05-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.009" @ -1'- 1.5" Allowed = 0.113" ,f 1 MAX TL DEFL = -0.009" @ -1'- 1.5" Allowed = 0.150" 1 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.041" MAX BC PANEL LL DEFL = 0.003" @ 1'- 3.8" Allowed = 0.092" 12 MAX BC PANEL TL DEFL = 0.002" @ 1'- 2.8" Allowed = 0.122" 8.00 MAX BC PANEL TL DEFL = -0.001" @ 1'- 5.9" Allowed = 0.122" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.000" @ 1'- 4.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 4.9" Design conforms to main windforce-resisting system and components and cladding criteria. 3 -1 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, ' Truss designed for wind loads fo in the plane of the truss only. 0 c1 0 I o f oc 1 M-3x4 1-01-08 2-09 PR /y ... 89200PE { JOB NAME : AMERICAN MODERN STEP 5 PLEX - EJ1 ,.. �.: Scale: 0.7918 �'' In et- WARNINGS: GENERAL NOTES, unlsss otherwise noted © �,©N [}e 1.Builder and erection tontredor should be advised of ail General Notes 1.This design k based only upon the parameters shown and Is for an Individual %,,,, A. Truss: EJ1 and Warnings before eerretradlon commence. building component Applkabllty or design parameters and proper 2.204 compression web b,adng mus be Installed where shown+. Incorporation of component la the responsibllly of the budding designer. ,0 '�y 1 4 0, P� 3.Additional temporary bracing to Insure stability during comb Mon 2 Design assumes the lop and bottom Garda to be laterally braced at Is the responsibility of the erector.Additional permanent bracing of 7 continuous and at 1 a hino.crasp...,as ply unless braced throughout their length by EA R.1 L+ dminuous d ging such l b plywood tired ng(IC)asp drynsl(BC) a.: 7.� DATE: 5/24/2017 me overall structure k the lasponsibddy of the budding designer. 3.?K Impact bridging or lateral bredng required wham Mown++ SEQ. : K3235765 4.No load should be applied to any component until after all bracing and 4.Installation of truss eshhe are epoalbuuy of teen respective fasteners are complete and at no time should any loads greater man Design assumes TRANS ID: LINK de sign bads be applied to any comported. S send are for°dry condition.of utailw rte Mawr.Shim or wed Ir 5.CompuTruehesnocontroloverandassumesnoresponsibilityforthe Design assumes bearing at support. tie EXPIRES: 1?!31/2017 necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. May 24,20.I 1 7 6.This design Is furnished aub)ed to the limitation set forth by B.Plates shall be located on both fads of truce,and placed so their canter TPIM/TCA in SCSI,copies of which will be furnished upon request. fins colndde with(0Im center lines. 9.DIgls Indicate Ass of plate M Inches. MiTek USA,Ina./CampuTrus Software 7.6.8(1L}E 10.For bask connector plate design values see ESR-1311,ENR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 7.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 ROOF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-9=(0) 0 BC: 2x4 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-67) 23 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 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" -103/ 954V -10/ 68H 5.50" 0.73 KDDF ( 625) 1'- 9.2" -76/ 39V 0/ OH 5.50" 0.06 KDDF ( 625) LL = 25 PIF Ground Snow (Pg) 2'- 7.7" -31/ 66V 0/ OH 1.50" 0.11 KDDF ( 625) 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'PROVIDE FULL BEARING;Jts:2,4,3I 6.00 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICOND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. I BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.003" @ 1'- 2.0" Allowed = 0.150" MAX TC PANEL TL DEFL = 0.003" @ 1'- 0.9" Allowed = 0.229" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.000" @ 2'- 6.9" 3 -1 MAX HORIZ. TL DEFL = -0.000" @ 2'- 6.9" Design conforms to main windforce-resisting system and components and cladding criteria. 11 Wind: 140 mph, h=19.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o Truss designed for wind loads co in the plane of the truss only. 0 r /- o i 111 o I '` 2 Q'� -/ r' M-3x4 1 1-06 2-00 0-07-11 \ 00 PROPt c` t,. g• '04, , 89200PE v� JOB NAME : AMERICAN MODERN STEP 5 PLEX - ESJ1 -.•' '`''• Scale: 0.9392 1J a,,.��L �� WARNINGS: GENERAL NOTES, umass otherwise noted: OREGONfV, tA. Builder end erection contrador should be advised of all General Notes I.This design le based only upon the parameters shown end Is for an individual !-^ 7// " Truss: ESJ1 and Warnings before construction commences. building component. . Appllsbllly at design parameters and proper " �� 2.2a4 compression web bracing must be Maimed where shown+. incorporation of component lathe reaponstbley of the building designer. Y {A Q "'�"^ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be leteialy braced at /�a�,�/ 7�4 Is the responsibility of the erector.Additional permanent bracing of T o c.and at IO o e respectively ply unless braced throughout their length by ,"1 .` A.I O- DATE: 5/24/2017 the overall structure Is the reeponablly or the baildin de continuous shging or such es plywood re Mee where s ownand/4 arywag(BC). e/J[ 9 designer. 3.In Impact of truss or hleralbracingrequired vTmashove++ SEQ. : K3 2 3 5 7 67 4.No load should be applied to any component until after ell bracing and 4.Installation oftruss Ia the reY4y of the respective contractor. fasteners are complete and at no time should any loads greater than E.Design animas trusses eras Is fo B.be used in a non-corrosive environment, designroads be led to an 1 and are for"dry condition"of use. TRANS ID: LINK sn Tcondsesa 5.CompuTrua has no control over and monies no responsibility for the 6.Design assumes full bearing at all support shown.Shim or wedge 1f EXPIRES: 17/31/2017 necessary. fabrication,handling,shipment and installation of components. 7.Plates heli elo adequate drainage is gross,a. May 24,20 7 6.This design h furnished duped to the limitations set fonts by e.Plates shall be located on both laces of Was,and pieced so their tamer TPBWTCA in BCS',copies of which will be furnished upon teque& line coincide with Joint center line. 9. MiTek USA,Ino./CompuTrus Software 7.6.8(1L}E 70.Pow basicconnector plte design values see ESR-737 t,ESR-79e6(Mitek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 2.5" ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF k15BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF 1t1&BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF Wind: 140 mph, h=15ft, TCDL=6.O,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Unbalanced live loads have been TOTAL LOAD = 95.0 PSF load duration factor=1.6, considered for this design. Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. M-102 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. NOTE:DESIGN ASSUMES SHEATHING 5-07-04 5-07-04 TO ONE FACE. 1 1 1 12 12 0.00 p IIM-4x4 Qe.00 2 7111I f 11111111111111111 -,' 1 o I co osob-: N N 4 5 y1-01-08) 11-02-08 y1-01-08 y �.\(( ` r Nn� 0/.. u`� t." ,9 0� 89200PE:v r JOB NAME : AMERICAN MODERN STEP 5 PLEX - E1X _r,,,�;lliP/ Scale: 0.4275 410,(�: ...ewes 1/0 Cr WARNINGS: GENERAL NOTES, unlessothee denoted y'L , OREGON �z1/ 1.Builder and erection contractor siwuld be advised of all General Nates 1.This design Is based only upon the parameters shown and h for an individual !7C w Truss: E 1 X and warnings before conetrudion commence. building component.Applicability of design parameters and proper �} W 2 2.4 compression web bracing must be Metalled where shown., incorporation or component Is the responsibility of the building designer. 7 y+' { 2©� � 3.Additional tem ltY during construction 2 Design assumes the lop and bottom chords to be laterally braced at i 4 G- ,a, ponry bracing to Inure el.bll 2 c.c.and et 70 o.c.respectively unless braced throughout Meir length by /�Ey VYs Is me neponrbWty of the erector.Additional permanent bracing of 2entinuous sheathing such as plywood sheathing(TC)and/or drywall(8C). ':+4•;1`1F4` f{ �„ DATE: 5/24/2017 the overall structure is the responsibplty of the building designer. 3.2a Impact bridging or lateral bracing required where shown e a F- SEQ.: K3 2 3 5 7 6 8 4.No road should be applied to any component until alter all bracing and 4.Mediation Ohm.is the responsibility of the respective contractor. fasteners are complete and at no time should any roads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, design loads be applied to an end are for^ condition"of a... TRANS ID: LINK en, pp over 6.Design aswmesNAbeanngeteltcappoNshown.Shim onwedge It EXPIRES: 12/311?017 5.CompuTrus has no control over end assumes no responsibility forme e ,y fabrication,handling,shipment end installation of components. 7.Design�assumes adequate drainage is provided. May 24,2017 6.This design is furnished caged to the limitations set forth by 8.Metes shall be located on both feces of truce,and placed so their center TPI/WICA In SCSI,copies of which edt be furnished upon request. tins coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA Inc./CompuTrus Software 7.6.8(1L)-E 10.For besic eonnedor plate design values see ESR.t311.ENR-1988(MITek) e This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 2.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=1 -4) 99 6-7=(-1977) 1984 6-2=( -972) 669 BC: 2x4 KDDF 6160TR SPACED 29.0" O.C. 2-3=(-761) 516 7-8=(-1977) 1984 2-7=(-1010) 1194 WEBS: 2x9 KDDF STAND 3-9=(-761) 516 7-3=1 -68) 153 LOADING 4-5=( -4) 99 7-4=1-1010) 1194 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 POP 4-8=1 -972) 664 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 45.0 POE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 13.5" 13.5" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -638/ 1016V -2000/ 2000H 5.50" 1.63 KDDF ( 625) 11'- 2.5" -638/ 1016V -2000/ 2000H 5.50" 1.63 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 1.5" Allowed = 0.113" MAX TL DEFL = -0.003" @ -1'- 1.5" Allowed = 0.150" 5-07-04 5-07-09 MAX LL DEFL = -0.002" @ 12'- 4.0" Allowed = 0.113" MAX TL DEFL = -0.003" @ 12'- 9.0" Allowed = 0.150" 1' 1' 1' MAX TC PANEL LL DEFL = -0.029" @ 8'- 3.6" Allowed = 0.402" 12 12 MAX TC PANEL TL DEFL = 0.044" @ 8'- 1.1" Allowed = 0.604" 8.00 IIM-9x9 Q 8.00 SEASONED LUMBER IN DRY SERVICE CONDITIONS 3 4.0" MAX HORIZ. LL DEFL = 0.014" @ 0'- 1.7" MAX HORIZ. TL DEFL = -0.014" @ 0'- 1.7" RE 'COND. 3: 2000.00 LBS SEISMIC LOAD. Design conforms to main tem and compd: 190 mph, h=15ftl : 6 ! ; tD ads in the plane of the truss only. M-3x4M-3x4 i- 14444444111 1.1 1 0 00 OD I o 111 X Gam'mifi. IX 6....-7-_-• 7 ►z.e M-3x9 M-3x8 M-3x9 l y l 5-07-09 5-07-09 y y < E �1-01-0811-02-08 1-01-08 �s C�0r $ %2, v'Z :9200P c JOB NAME : AMERICAN MODERN STEP 5 PLEX - E2X AO"QOPP . Scale: 0.3775 l4010 WARNINGS: GENERAL NOTES, Mese otherwise noted. ! OREGON 1.Scalier and erection contractor should be advised of al General Notes 1.This design is based on the OREGON . Truss: E2X bonlyparameters mown and is for an Individual lir A, A.., ., . and Warnings before construction commences. building componentApplicability of design parameters and proper -✓� t+' 2.1x4 compression web bracing must be installed where ahovm a. Incorporation of component is the responsibfiy of the building designer. ',/ti 4 r 1 4 2© 4 3.Additional temporary bracing to insure stability during condructlon 2.Design aaeumss the top and bottom drama to be Morally braced at V 1 L Ie the respansiblly of the erector.Additional permanent bracing of 2'o.c.end at 10 o.a respectively unless braced throughout their length by �,/sy,ra R.. Lk= DATE: 5/24/2017 =M overall amdura is me responsibility f the building designer. continuous sheathing such as plywood sheathing(TC)and/or tlrywaH(BC). (` c 3.2,Impact bridging or lateral bracing required where shown a•SEQ. : K3 2 3 5 7 6 9 4.No bad should be applied to any component canal after all bradng and 4.Installation of tons is the responsibility of the respective contractor. fastened aro comphte and at no time should any bads greater than 5.Design assumes trusses are to be used ins noncorrosive environment, TRANS ID• LINK design roads be applied to any component. and are for dry condition'of use. {��a / / 5.CompuTnn has no control over and ammo,no responsibility for the 6.Design assumes NA Madrig at all supports mown.Shim or wedge if EXPIRES1 7f 31 f Ol 7 nemmary. tabricelbn,handling shipment and installation of components. 7.Design assumes adequate drainage Is provided. May 24,2017 6.This design is furnished subled to the limitations set forth by S.Plates shall be located on both faces of trues,and placed no their center TPIIWTCA in SCSI,copies of which will be furnished upon request. lines madder with Joint center Anes. MiTek USA,Inc./Com uTNs Software 1L 7.6.8 9.Digits indicate size of piste m inches. P ( )-E f O.For bask connector plate design values see ESR-731 1.555-1986(MITek) I This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -4) 99 6- 8=( -4) 7 2- 6=(-740) 180 3- 9=(-296) 241 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-601) 231 7- 9=(-310) 567 2- 7=(-144) 553 9- 4=( -2) 202 WEBS: 2x4 KDDF STAND; 3- 4=(-495) 152 9-10=( -43) 67 6- 7=(-220) 189 9- 5=( -56) 325 2x6 KDDF 92 A LOADING 4- 5=(-478) 150 8- 7=( 0) 46 5-10=(-559) 203 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 7- 3=(-177) 106 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 13.5" 0.0" LL = 25 POE Ground Snow (Pg) 0'- 0.0" -97/ 787V -183/ 198H 5.50" 1.26 KDDF ( 625) 13'- 6.0" -103/ 595V 0/ OH 5.50" 0.40 KDDF (1485) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. IC OND. 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/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 1.5" Allowed = 0.113" MAX TL DEFL = -0.003" @ -1'- 1.5" Allowed = 0.150" 7-10-12 5-07-09 MAX LL DEFL = 0.008" @ 2'- 8.0" Allowed = 0.629" f ' ,' MAX TC PANEL TL DEFL = 0.031" @ 10'- 6.1" Allowed = 0.584" 2-09 5-01-12 5-07-09 SEASONED LUMBER IN DRY SERVICE CONDITIONS ' 1' '1' MAX HORIZ. LL DEFL = -0.008" @ 13'- 3.2" 12 12 MAX HORIZ. TL DEFL = 0.011" @ 13'- 3.2" IIM-4x9 8.00 Q 8.00 Design conforms to main windforce-resisting q 4.0" system and components and cladding criteria. GI Wind: 140 mph, h=22.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL load duration factor=1.6, • LOADS IMPOSED BY SUPPORTS(BEARINGS). End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x4 MN11111%11111 -3x4 3 M-3x9 2 0 c � N 1 = .11 O dilll r� NN 10 N 9 N N ,...4114110 . M-3x8 M-3x6 '-I O N '` 6 1I 11 A,... -o M-3x4 1''-gx8 M-1.5x3 l ), ,I. y 2-07-04 5-03-08 5-07-09 l l l l '�('' ' P OPfisc 1-01-08 2-09 10-09 SI 1-01-08 13-06 y ,.$i,,`�j _ �NE�� /�, ... 89200PE fir' JOB NAME : AMERICAN MODERN STEP 5 PLEX - E3X ,.. �•. Scale: 0.2959 ()''' WARNINGS: GENERAL NOTES, unless otherwlee noted: OREGON ,r``. Truss: }3 X 1.Builder and erection contractor should be advised of a8 General Notes 1.This design is based only upon the parameters shown and la for an Indlvldual OREGON I V p A'V and Waringe before construction commences, building component.Applkebilgy of design parameters and proper 1+� Y t?O = 2.2x4 compression web earring mus be installed during shown*. Incorporation of component is the a n6endlbIlly of the building designer. <0 { 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to ba laterally braced al V w_ 1 Is the responsibility of the erector.Additional permanent bracing of T o c and et 10 o c.respectively unless braced throughout(heir length by '47 i�.��� DATE: 5/24/2017 the the resllshuduro laterctr.Adof permanent deal continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). responsibility o g designer. 3.24 Impact bridging or labral bracing required where.haven v. SEQ.: K3 2 3 5 7 7 0 4.No load should be appllato any component until atter all bradng and 4.Installation of bass is the re.ponslb of respective contractor. fasteners aro 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 Rads be applied to any component. and are for"dry condition"of use. 5.CompuTrue has M control over and.adores no reaponalblllly for the S.Design assume.Ng bearing al all supports shown.Shim or wedge If newmry. EXPIRES:°. 19/31/2017 fabrication,handling,shipment and Installation of components. T.Design assumes adequate drainage R provided. May 24,20 17 e.This design R fumbMd subject to the limitations set forth by 8.Plates shall be located on both faces of inns,end placed so their center TPIIWfCA In SCSI,copies of which wN be furnished upon request. lines coincide with Joint center lines. MITek USA Inc./Com uTrue Software 7.6.8 1L E 9.Digits Indicts sire of glob In Inches. P ( )• 1o.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 15-05-08 GIRDER SUPPORTING 20-05-00 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 81&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-3338) 549 6- 7=(-952) 539 6- 1=(-3186) 996 8- 9=( -382) 2194 BC: 2x6 KDDF fklaBTR 2- 3=(-2542) 476 7- 8=(-546) 2680 1- 7=1 -402) 2890 9- 4=1 -974) 2970 WEBS: 2x9 KDDF STAND LOADING 3- 4=(-2050) 918 8- 9=1-232) 1038 7- 2=1 -164) 978 9-10=(-5129) 860 LL = 25 PSF Ground Snow (Pg) 4- 5=1 -196) 180 9-10=(-232) 1038 2- 8=(-1030) 232 10- 5=1 -52) 10 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 20.0)- 70.0 PLF 0'- 0.0" TO 15'- 5.5" V 3- 8=1 -214) 1162 BC LATERAL SUPPORT <= 12"OC. UON. BC REIF LL( 230.2)+DL( 204.21= 439.4 PLF 0'- 0.0" TO 15'- 5.5" V �� BEARING MAX VERT MAX HORZ BRG REQUIRED BEG AREA ( 2 ) complete trusses required. ADDL. BC CONC LL+DL= 1967.0 LBS @ 13'- 6.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Attach 2 ply with 3"x.131 DIA GUN 0,- 0.0" -629/ 9080V -173/ 276H 5.50" 6.53 KDDF ( 625) nails staggered: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 15'- 5.5" -948/ 5689V 0/ OH 5.50" 9.09 KDDF ( 625) 9" ocin 1 row(s) throughout 2x4 top chords, LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 9" oc in 2 row(s) throughout 2x6 bottom chords, THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. IC OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. 9" oc in 1 row(s) throughout 2x9 webs. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9-00-12 6-04-12 MAX LL DEFL = -0.025" @ 9'- 8.6" Allowed = 0.727" MAX TL DEFL = -0.059" @ 13'- 6.0" Allowed = 0.969" f ,r SEASONED LUMBER IN DRY SERVICE CONDITIONS 5-00-01 4-00-11 4-05-04 1-11-08 'I' T 1' 1' j' MAX HORIZ. LL DEFL = -0.004" @ 15'- 2.0" 12 MAX HORIZ. TL DEFL = 0.008" @ 15'- 2.0" 8.00 17' M-5x6 M-4x8 M-1.5x3 3 9 5 Design conforms to main windforce-resisting Q, oG -/ system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=6.O,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. M-3x5 2 errlil N I 0 W M-3x5 1 r 0 1 0 I f 6'_' 7 8 N ®iMiel 10 M-3x6 M-4x6 M-6x8 M-3x8 =M-4x4 y y y 1,19678 , PRO- 1° 4-08-09 4-05-15 4-03-08 1-11-08 �� r n Ee J. 15-05-08 y GINE� % 89200PE �` JOB NAME : AMERICAN MODERN STEP 5 PLEX - E4X _,, / Scale: 0.3188 04111p 110 (}'` WARNINGS:S: O.This1de design is NOTES, udeupon the parameters a am to 7 oy-� G©A ` Truss: E4X 1.SUNdera kerodbn contractor should be advised of aA General Notes This deo gn Is leasee only upon the pa design sshown and is ler an Individual fl 1 w and Warnings before consirudion commences building component.ApplkeblNty of design parameters and proper �A N 2.204 compreadon web bracing must be metalled where"Fawn+, incorporation of component b the responsibility of the bulking designer. "1 i A A Q `�.. 3.Additional temporary bracing to insure stele dud 2.Design assumes the lop and bottom chords to be laterally braced at '�.! )4 4 po ryAbp during construction2 c.c.and at 10 c.c respectively unless braced throughout their length by s..RIO- k the responsibility of the aWAMeapee ArdybnN permanent bracing of continuous sheathing such as plywood where and/or drywaA(BC). `•�.Q'`�,,,. DATE: 5/24/2017 the overall structure Is the responakiky or the building designer. 3.20lmpad bddgmg or lateral bmdng required where shown.. a 1 SEQ.: K3 2 3 5 7 71 4.No bad should be applied to any camponerd untl alter all bracing and 4.Mstalation of truss to 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.corrosie environment, TRANS I D: LINK design loads be appNed to any component. and are kr conanine of use. 5.CompuTrus has re control over and assumes no responsibility kr the 6.Design assumes full bearing at aA supports shown.shim or wedge If EXPIRES:, 12/31/2017 2/31/201 7 fabrication.handling.shipment end installation of components. T.Design necessscomes adequate drainage is provided. May 24,2017 f 8.Thla design to lumhhed subject to the limitations sat kdh by 8.Plates shall be located on both faces of truss,and placed Se their anter TP WJTCA In SCSI.copies of which will be furnished upon request. lines coincide with)slut center lines. uTrus Software 7.6. 1L E 9.Digits indicate size of plate in inches. MiTek USA,Inc./Com P )- 10.For beak connector plate design vahroe see ESR-1371.ESR-1988(MEek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 9.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF 81&BTR LOAD DURATION INCREASE = 1.15 1-2=( -4) 99 9-5=(-108) 78 9-2=(-319) 70 BC: 2x9 KDDF #1BBTR SPACED 24.0" O.C. 2-3=1-82) 14 2-5=1-108) 199 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. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 95.0 POP 0'- 0.0" -2/ 346V -79/ 117H 5.50" 0.55 KDDF ( 625) OVERHANGS: 13.5" 0.0" 1-05-11 l'- 9.9" -60/ 45V 0/ OH 1.50" 0.07 KDDF ( 625) f f LL = 25 PSF Ground Snow (Pg) 2'- 9.0" -68/ 71V 0/ OH 5.50" 0.11 KDDF ( 625) 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'PROVIDE FULL BEARING;Jts:9,3,51 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 8.00 27 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 1.5" Allowed = 0.113" • MAX TL DEFL = -0.003" @ -1'- 1.5" Allowed = 0.150" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0,091" MAX TL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.055" MAX TC PANEL LL DEFL = 0.002" @ 0'- 9.1" Allowed = 0.075" MAX TC PANEL TL DEFL = 0.002" @ 0'- 9.1" Allowed = 0.112" 3 -/ SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.002" @ 1'- 9.9" MAX HORIZ. TL DEFL = -0.002" @ 1'- 9.9" M-3x4 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=20.7ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 414°°°4IhL (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, • End vertical(s) are exposed to wind, o Truss designed forwind loads 1 1 in the plane of the truss only. 0 I r M 0 i 0 N X N,&. 4 11111.-- 111110. 5 M-1.5x3 M-1.5x3 y y yEO p R Opts 1-01-08 2-09 ����� G., ..5) �'/0,"y :9,2� r 00P JOB NAME : AMERICAN MODERN STEP 5 PLEX - EJ1X / ' Scale: 0.6929 �� WARNINGS: GENERAL NOTES, unless otherwise noted OREGON �`- 1.Builder and erection contractor should be advised or all General Notes 1.This design I.based only upon me parameters shown and Is for an Individual Il 1..l tJ'V f�(� Truss: E J 1X and Warning.before construction commences. building component.Applicability of design parameters and proper A 2.204 compression web bracing must be installed where shown e. incorporation of component is the responsibility of me building designer. y/w, '��r 14 r)Q` •�-�... 3.Additional temporary bracing to inure stability during construction 2.Design assumes the top end bottom chords to be leterely braced al V L- Isins responsibility of the erector.Additional permanent bracing or 2 o c and at 10 o c.reepectmsy unless braced throughout their length by � IIA- DATE: 5/24/2017 the overall structure is the responsibility f the building designer. 2r impact sheathing or wen a.plywood required a whereC)ander drywat(BC). ���'/// spnn RY° 4.Installation of is therelbracingItyof the wfipreshe contractor. fasteners SEQ.: K3235772 4.Novae ahrelobeepbn any comp should until e8er all.geradnhaand 4. esipntaeeurtes trlstes re.to be se a non-corrosive entmr. raeternrs.ro complete and at no rime enwa.ny beds greater then S.Design assumes vasa ere m b.used in a noncorroaNa anmronmant, design loads be applied to an and are for"dry condition"of use. TRANS ID: LINK all PP vcomponent. 5.Compares has no control over and assumes no responsibility for the 6 Design assumes Ng bearing at all supports shown.Shim or wedge N EXPIRES° 12/31/2017 xssary. fabrication,handling,ehlpment and inslndtatin of components. 7.Design assumes adequate drainage h provided. May ay 2 A'.y01 7 6.This design Is furnished subject to the limitations set foil by S plates shall be located on both faces of truss,end placed so their center IYI LV G TPLWICA in SCSI,copies of Which Wil be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate In Indus. MITek SSA,Ino./CompuTrue Software 7.6.8(1L)-E 19.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'- 7.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 204 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=1 -3) 97 4-5=1-124) 67 4-2=1-367) 72 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=1-74) 18 2-5=1-113) 210 WEBS: 2x4 ROOF 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 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" -27/ 387V -70/ 12701 5.50" 0.62 KDDF ( 625) OVERHANGS: 18.0" 0.0" 12 1'- 9.8" -124/ 78V 0/ OH 5.50" 0.12 KDDF ( 625) 6.00 LL = 25 PSF Ground Snow (Pg) 2'- 7.7" -42/ 86V 0/ OH 1.50" 0.14 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (PROVIDE FULL BEARING;Jts:4,5,31 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. kOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.009" @ -1'- 6.0" Allowed = 0.150" 3 -! MAX TL DEFL = -0.011" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.008" @ 1'- 1.3" Allowed = 0.156" MAX TC PANEL TL DEFL = 0.009" @ 1'- 1.3" Allowed = 0.234" SEASONED LUMBER IN DRY SERVICE CONDITIONS 11 MAX HORIZ. LL DEFL = -0.002" @ 2'- 6.9" MAX HORIZ. TL DEFL = -0.003" @ 2'- 6.9" M-3x4 Design conforms to main windforce-resisting 2 system and components and cladding criteria. /- Wind: 140 mph, h=20.Bft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), C load duration factor=1.6, End vertical(s) are exposed to wind, 7 Truss designed for wind loads in the plane of the truss only. 1 0 T r1 0 v 0 cw \11k m d M-1.5x3 M-1.5x3 � 'R%t O/ 1 1-06 l 2-00 yo-o7-11 y Co,� G� tS >„ 89200PE r- JOB NAME : AMERICAN MODERN STEP 5 PLEX - ESJ1X /' T,r,---- -C-- Scale: 0.7369 WARNINGS: GENERAL NOTES, odess othervAse noted: 7 OREGON ,'• 1.Builder and erection contractor should be advised of all General Notes 1.This design is based ony upon the parameters shown end Is for an Individual OREGON 1.7V I�/ `�J Truss: ESJ1X j. 4, Dl and VVamhps bebra construction commences. building component.ApplkebilAy al design parameters and proper 2.2x4 compression web bradng mud be Retailed where shown". incorporation of component k the roaponstbNBy of the building designer. //ti y` 141 f1 Q�'�. 3.Additional temporary bracing to Intone stability during construction Z.Design assumes the top end bottom chords to be laterally braced at u L by Is the reapondd8ty ol the erecter.Additional permanent bracing of continuous sent d ea10'hin.rsuch as ply oeodunless bated(TC)an ut they length(. :R..1 L\- r DATE: 5/24/2017 the overall structure is theresponsibility f the bu8din de 20mpatrhgior laterasacing required where sown 0dryvnN(BC). CN o g signer. 3.2s Impact bridging or lateral bracing required where shown.. SEQ.: K3 2 3 5 7 7 3 4.No load should be applied to any component unto after all bredng end 4.Installation of tons la the responsibility of the respective contractor. fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used Ina noncoriodve environment, TRANS I D• LINK design cods be applied to any component. and are for dry condition-of use. 5.CompuTrue has no control over end assumes no responsibility for the 8.Dedgn assumes NA beating at all supports shown.Shim or wedge If EXPIRES: 12/31/2017 fabrication.handling.shipment and installation of components. 7.Design ssumes adequate drainage Is provided. May 24,2017 8.This design Is furnished eugect to the limitations.et forth by 8.Plates shell be located on both faros of truss,and placed so their center TPIANTCA in SCSI,copies of which MAI be furnished upon request. lines coincide with Joint center lines 9.Digits Indicate dee of plate in inches. MITek USA,Ina./CompuTrus Software 7.6.8(1L)-E 10.For bask connector pate design values see ENR-1311.ESR-1088(MRek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 12-01-00 GIRDER SUPPORTING 13-06-00 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-2408) 337 1-5=(-328) 2067 5-2=( -224) 1827 BC: 2x8 KDDF #16BTR 2-3=( -152) 142 5-6=(-322) 2020 2-6=(-2367) 392 WEBS: 2x4 KDDF STAND LOADING 3-4=( 0) 0 6-3=( -162) 141 LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12"01. UON. TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 12'- 1.0" V BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 143.8)+DL( 135.0)= 278.8 PLF 0'- 0.0" TO 12'- 1.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Single member as shown. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -296/ 2107V -80/ 200H 5.50" 3.37 KDDF ( 625) Hangers attached to the bottom chord REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 12'- 1.0" -309/ 2107V 0/ OH 5.50" 3.37 KDDF ( 625) will have 1.5" max. nail penetration. BOTTOM CHORD CHECKED FOR SOPSF LIVE LOAD. TOP IC OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing.. "' For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036" @ 6'- 4.7" Allowed = 0.558" 6-06-07 I 5-02-13 0-03-12 MAX TL DEFL = -0.066" @ 6'- 4.7" Allowed = 0.744" f I SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 6.00 c7. M-1.5X3 4 MAX HORIZ. LL DEFL = 0.008" @ 11'- 7.5" 3 -e' MAX HORIZ. TL DEFL = 0.014" @ 11'- 7.5" I 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 in the plane of the truss only. M-3x8 2 ini 0 m um 11/0111111111111111111111111111111111Iiiiiiiii of .. 5 ' 6 -� o M-5x16 M-3x10 M-6x10 ; l l 6-04-11 5-08-05 lq n Oy tet \a ' � 8920OPE r' JOB NAME : AMERICAN MODERN STEP 5 PLEX - Fl -4111411P-4.e'4"--. • Scale: 0.4218 4I11, 10 WARNINGS: O.ml.deL sign unteupomawissnstee. p OREGON e`�.��'. 1.Budder and erection contractor should be advised of all General Notes 1.This tlealgn Is based only upon the parameters shown and b bran Intlivitlust R 1 V f Truss: F l and Waminga before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bredng must be mNelled where shown« Incorporallon of component la the responsibility of the building designer. f/y R}+' 14 '4° �4 3.Additional temporary bracing to inure stebilay during conatrucSe 2.Design assumes me top and bottom chards to be laterelly braced at v "# f� by Is the reaponobinty of the erector.Addalonal permanent bred of T o Inc.and et ei hin.respectively ply wood s braced throughout their dry.ttlS). M A.I l-k- and/ r DATE: 5/24/2017 the overall structure is the responsibility of the building designer. Ia impact Weighing such l b plywood aired where own•tlrywell(BC). /// /L71 3.In Impact bridging or lateral bracing required of the whpre tivewn«« S EQ. K3235775 4.Noloads era should n m leeapplied n any component arty Made all eredngand 5.DeA ea,of truss Isthe are to seoftheospedwecornrviron fasteners arc complete and at no time should any meds greater man 5.and are assumes(rums are u be used In a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and.re fords condition.o ua.. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design sesames full bearing at aN supports shown.Shim or wedge if EXPIRES: 12/31/2017 2/31/201 7 fabrication,handling,shipment and installation of componeMa. D deeary. L J 7-L- 6.This design is fumlahed surged to Sr.limitations set forth by 7.Design assumes adequate tdrainage la pros,and. May,y A'.y O S.Plates snail be Nested on bothrl tacos of truss,end plead so their center ,V, y LY L TPIMI/Cq m SCSI,codes of which MI be Nmlahetl upon request. lines coincide with amt center lines. MiTek USA,Inc./Com uTrus Software 7.6.8 1L 0.Digits indicate are of piste In Inches. p ( )-E 10.For basic connector plate design values see ESR-1311,ESR-191113(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 12'- 1.0" 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF 916BTR SPACED 29.0" O.C. 'COND. 3: 150.00 ELF SEISMIC LOAD. WEBS: 204 KDDF STAND Design conforms to main windforce-resisting LOADING system and components and cladding criteria. 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 Wind: 190 mph, h=22.2ft, TCDL=6.O,BCDL=6.0, ASCE 7-10, TOTAL LOAD = 95.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-1.5x9 or equal at non-structural LL = 25 PSF Ground Snow (Pg) End vertical(s) are exposed to wind, vertical members (mon). Truss designed forwind loads LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Rota:Truss design requires continuous AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. bearing wall for entire span UON. 6-05-04 • 5-07-12 T T 12 6.00 7 M-1.5x3 4 -ix, dIlIi1P 0.AIN -f 5 c: 1 M-1.5x3 M-3x6 M-3x4 1, 1, y l y 6-03-08 5-09-08 y ‘110 PROF 1-06 12-01 41 01-N� i7 s/2 .. 89200PE JOB NAME : AMERICAN MODERN STEP 5 PLEX - FWA Scale: 0.3849 .. . ft WARNINGS: GENERAL NOTES, unlees otherwise noted: f OREGON 4/ 1.Balder 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 F OREGON��f *-_. Truss: FWA and Warnings before onsimcilon commences, building component.Applicability of design parameters and / T� psoras proper L ©14 �+\ 2.2�4 compression web bracing must be Installed where shown+. Incorporation of componem Is the responsibility of the building designer. r.0 1 1 4 3.Additional temporary bracing to Insure stability during construction Z Design assumes the top and bottom drota to be laterally braced al Vl Is the rosea W NtlN of the erector.Atldftbnal permanent bracing of ?o.c.dna et 1conG a.c raepatNsly unless braced throughout their length by �/j aw� �� DATE: 5/24/2017 the overall stnrture a the responeiblity of the building designer. 3.b Impact bridginginuous )or lateral braregng such as plywood uireahw sheathing(TC)ashowait drywal(BO). ^I/^w SEQ. : K3 2 3 5 7 7 6 4.No bad should be applied to any component anal after all bracing and 4.installation of truss Is the respeWblky of the respective contractor. 'w• fasteners are 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 bads be applied to any component. and are for"dry condition"oruse. 5.CompuTms has no control over dna assumes no responsibility for the 6.Design assumes NA bearing at all supports shown.Shim or wedge if EXPI RES 12/31/2017 fabrication,handling.shipment and installation of components. necessary. 7.Desid. 6.This design is furnished ambled to the limitation set forth by B.Plategs n shall be boassumes ded on both faceaete drainagels of ense,and placed so their center May 24,2017 TPIAWICA in BCSI,capes of which will be furnished upon request. tins coincide with told center Tins. uTfUB Software 7.6.8(1L 9.Digits Indicate sire of plate in Inches. MiTek USA,Inc./Com P )-E 10.For basin connector plate design values see ENR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 5.0" 'COND. 2: Design checked for net(-7tIpsf) uplift at 24 "oc spacing. TC: 2x9 KDDF 416BTR LOAD DURATION INCREASE = 1.15 'COND. }; 150.00 PLF SEISMIC LOAD. BC: 2x9 KDDF 416BTR SPACED 29.0" O.C. WEBS: 2x9 KDDF STAND Design conforms to main windforce-resisting LOADING system and components and cladding criteria. 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 Wind: 140 mph, h=23.9ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, TOTAL LOAD = 45.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-1.5x4 or equal at non-structural load duration factor=l.6, vertical members (uon). LI. = 25 POE Ground Snow (Pg) End vertical(s) are exposed to wind, Truss designed for wind loads LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Note:Truss design requires continuous AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. bearing wall for entire span UON. 6-02 14-03 T T f 6-02 6-10-14 7-04-02 T I I I 12 12 p IIM-4x4 6.00 Q6.00 4.0" 2 ,r,/ NII\ M-3x6 1 /- �, M-3x6 11 Ill 0 I o I yM-3x6 I 5 0.25" 6e M-ix6 M-5x8(5) M-3x5 M-3x5 l 6-oz l 7-02-06 l 7-00-10 l �5ti�t.�O �ss�p l 20-05 :9200PE JOB NAME : AMERICAN MODERN STEP 5 PLEX - FWB Scale: 0.2990 N WARNINGS: GENERAL NOTES, unlessotherwiseaenoted. 7 OREGON Truss: FWB 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 N. and Warnings before brads tion commences buildingcomponent.oompeneubllth deaign icy oftenendproper © � 2.2x4 conpremion web bracing must be installed where shown+. Incorporation of umporroM is the responsibility of the build ng tleelgner. l�/ti 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the tap and bottom chords to be laterally brand at (.l Is Me responsibility of the erector Additional permanent bracing o/ continuous sheathing such as plywood sheathing(TC)and/or drywoWBC). // 2'o.c end at 1 P as,roepectiveN unless braced throughout their length by /�,yj�,��'1,4\.'DATE: 5/24/2017 the overall structure Is the restbq Spon Iy of me buldesigner. 3.2%Impact bridging or lateral bfaang required where shown+. SEQ.: K 3 2 3 5 7 7 7 4.No load should be applied to any component until aing ager all bracing and 4.Installation of russ is the respowNtty ohne respective contractor. fasteners are compete and at no time should any loads greater men 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design roads be applied to any component. and are for"dry condition.ofuse. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design sestinas Ng bearing al ail supports Move.Shim of wedge N EXPIRES: 12/31/2017 fabrication,handling,shipment and instaletion of components nesignesa 7.Design eladequate enbodrainage laprovided. en May 24,2017 8.This designleSCSI,had aesubject of which limitations set ops by 8.Plates shall be located on bold faces of truss,end placed so their unlet TPINVTCA in BCSI,copies of which will be furnished upon request. lines coincide valh pint center linea 9.Digits Indicate alma of plate in Inches. MiTek USA InciCompuTrus Software 7.6.e(1L)-E IO.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 9'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1kBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-4=(-593) 595 3-9=(-224) 142 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-339) 335 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 BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. LION. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 95.0 PSF 0'- 0.0" -111/ 943V -600/ 600H 5.50" 0.71 KDDF ( 625) OVERHANGS: 18.0" 0.0" 4'- 0.0" -120/ 262V -600/ 600H 5.50" 0.42 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) M-1.5x4 or equal at non-structural 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.029" @ 2'- 2.9" Allowed = 0.239" MAX TC PANEL TL DEFL = 0.024" @ 2'- 2.9" Allowed = 0.359" SEASONED LUMBER IN DRY SERVICE CONDITIONS 4-00 .f 1. MAX HORIZ. LL DEFL = 0.003" @ 0'- 5.5" MAX HORIZ. TL DEFL = -0.003" @ 0'- 5.5" 12 6.00 ICOND. 3: 150.00 PLF SEISMIC LOAD. Design conforms to main windforce-resisting M-1.5x3 system and components and cladding criteria. 3 -, Wind: 140 mph, h=20.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-S0, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4111 load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads rn the plane of the truss only. 00VO X O 1 M-3x4 M-1.5x3 l 1 l 1-06 4-00 •eikt.0 PROP?, 457 '` ' 89200PE c JOB NAME : AMERICAN MODERN STEP 5 PLEX - FWC Scale: 0.6556 mempeor 4,1 WARNINGS: GENERAL NOTES, unless othenNaenoted: "�� OREGON 1Builder and erection contractor should be advised of all General Notes I.This design is based only upon the parameters Moven and la for an Individual . (l 47 1 V Truss: FWC and yyaminge before construction commences. building component.Applicability of design parameters and proper 2.2a4 compression web bracing must be Installed where shown*. incorporation or component Is the naps cRu:ry of the building tleslgner. �/'y j:... �"'}. 3.Additional temporary bracing k insure stability daring construction 2 Design assumes the top and bottomre chords it be laterally braced at Ll by N the responsibility or the erector.Additional permanent bracing of contT nt:nc.uous end at 1 a hin respectively as ply unless braced(TG)and/or their length(. 4:;;:::::1, _ DATE: 5/24/2017 the overall structure la the responsibility of the building designer. 3.2i Impact bridging g such l b acinplywg red airedsheatwhere sown 4 CrywaA(BC). gar later.,bracing requited whpe showo t a SEQ. : K3235778 4.Nokedshould applied tot any component until y loadall geaacinhand 4.Design innoftes trusses are to sealikern-corrosi contractor. fasteners are complete end at no time should any loads greeter than 5.Design assumes wase"are to be used m a non-sorrows environment, design bads be applied to an component. and are for"dry condition"of use. TRANS ID: LINK gr. pp component 5.CompuTrua has no control over and assume,no responsibility for tM 6.Design assumes fait haarmg at aN supports shown.Shim or wedge if EXPIRES: [{+.. /3//].4 J /y fabrication,handling,shipment and Installation of components. necewry' L/\I- f1L 47. L Jll U 7.Design assumes aaedso drainageistruss,,. May 24,2 17 8.This design Is furnished cabled to the limitations set roan by 8.Plates shah be located on both rasa of was,and placed so their center TPWN4fCA In SCSI.copies of which wit be furnished upon request. linea 0510545 with Joint center linea. 9.Digits indicate size of plate in inches. MiTek USA,Ino./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see EBR-1311,Eu13-1988(MITek) This design prepared from computer input by • Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 12-01-00 GIRDER SUPPORTING 13-06-00 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=( -3) 97 6-7=(-462) 925 6-2=(-1528) 229 BC: 208 KDDF #1&BTR 2-3=(-1600) 295 7-8=(-269) 1296 2-7=( -130) 1380 WEBS: 2x4 KDDF STAND; LOADING 3-4=( -188) 185 7-3=( -231) 1495 2x9 KDDF #1&BTR A LL = 25 PSF Ground Snow (Pg) 4-5=( -11) 5 3-8=(-1832) 324 TC UNIF LL( 50.0)+DL( 20.01= 70.0 PLF 0'- 0.0" TO 12'- 1.0" V 8-4=( -168) 157 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 143.8)+DL( 135.0)= 278.8 PLF 0'- 0.0" TO 12'- 1.0" V BC LATERAL SUPPORT <= 12"OC. UON. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 0'- 0.0" -320/ 2271V -149/ 289H 5.50" 3.63 KDDF ( 625) 12'- 1.0" -358/ 2162V 0/ OH 5.50" 3.46 KDDF ( 625) Single member as shown. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Hangers attached to the bottom chord AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. ) will have 1.5" max. nail penetration. 6-06-07 5-02-13 0-03-12 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 .. For hanger specs. - See app Quad plans MAX LL DEFL = -0.009" @ -1'- 6.0" Allowed = 0.150" f T j' MAX TL DEFL = -0.011" @ -1'- 6.0" Allowed = 0.200" 12 MAX LL DEFL = -0.026" @ 6'- 3.0" Allowed = 0.550" 6.00 M-1.5x3 5 MAX TL DEFL = -0.098" @ 6'- 3.0" Allowed = 0.744" 4 -I SEASONED LUMBER IN DRY SERVICE CONDITIONS j MAX HORIZ. LL DEFL = -0.003" @ 11'- 7.5" MAX HORIZ. TL DEFL = 0.004" @ 11'- 7.5" 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-3x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 3 End vertical(s) are exposed to wind, Truss designed forwind loads in the plane of the truss only. Lo I O co M-3x5 2 1 0 111111111111111111111111illww...._ NM NM CN II f-- 6 J� M-3x10 M-5x10 M-6x10 ) y l 6-02-15 5-10-01R R op- 1 06 l 12-01 1 w�� GINE, �<9 ' :9200 E �c''' JOB NAME : AMERICAN MODERN STEP 5 PLEX - F1X /, ' Scale: 0.3486 M •I4�. WARNINGS: GENERAL NOTES, unlace otherwise noted: t OREGON I Builder and erection contractor should be advised of eA General Notes 1 This design Is based only upon the parameters shown end is for an Individual L fl Gt.71..t A t, Truss: Fix and Warnings before construction commences building eemponent.Applroabnity of design parameters and proper O 2.2s4 compresston web bracing must be Installed where shown v. Incorporation of component la the responsibility of the building designer. <1l '11' 14 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chortle to be laterally braced at C.d ��.... by Is the responsiNAly of the erector.Additional permanent bracing of 7 ntin and m ee o n.rsuchaply unless braced DC)ands their length). 41°i1:410:4 , l R 4 t='- DATE: 5/24/2017 the overall Creature b me responsibility of building designer. co impact bridging such as plywood required sheathing(TC)ana.or dryw.A(Bc). (y .pan M. e e 3.2e Impact bridging or lateral bracing where shown t• SEQ.: K3 2 3 5 7 7 9 4.No load should be applied to any component until after alt bradng and 4.Inatatlatlon of buss Is the respondbbty of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, TRANS ID^ LINK design weds be applied to any component. and gree dry condition"of use. 6.compurms nes no control over and assumes no responsibility for the 6.Design assumes NA bearing at ail supports sheen.Shim or wedge if EXPIRES:A p CC+' f)/ )/1 O 1 labnratlon,handling,shipment end lnsteAalwn of component.. ry' /il'1 RG 47 LL f L A 7.Depltign essallbelcedustedremacesoftovlsed.,en May 24,2017 8.This design Is furnished sub)ad to the limitations set forth by e.Plates shall be located on both laces o!Was,and plautl w melt center TPINVTCA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. MiTek USA,Inc./Com Trus Software 7.6.8 tL E O ForDigbts indicate eon einer plate In inches.values W ( 7 S. For taint connector pleb design velues dee ESR-131 t,ESR-1 g88(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 12'— 1.0" ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. I TC: 2x9 KDDF #1OBTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1g BTR SPACED 29.0" O.C. II_ COND. 3: 150.00 PLF SEISMIC LOAD. WEBS: 2x4 KDDF STAND; Design conforms to main windforce—resisting 2x9 KDDF #10 BTR A LOADING system and components and cladding criteria. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF Wind: 190 mph, h=23.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di r), load duration factor=l.6, LL = 25 PSF Ground Snow (Pg) End vertical(s) are exposed to wind, M-1.5x4 or equal at non—structural vertical members (ton). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads in the plane of the truss only. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP No te:Truss design requires continuous bearing wall for entire span UON. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 6-02-09 5-10-12 T 1 1 12 6.00 p M-1.5x3 4 —/ z a M-3x6 ,440.311411 or .a 0 to M-3x6 .4— rr o 04 o I,.. v willi0 sr f 5 6 7 M-3x6 M-3x6 M-3x4 J• 5-10-12 y 6-02-09 y C} PROCCE:, J, 1-09 y 12-01 y ;��� '+ rti'{Na*� /Q ... `� 89200PE '�' JOB NAME : AMERICAN MODERN STEP 5 PLEX — FWAX .+� . Scale: 0.3071 WARNINGS: GENERAL NOTES, unless otherwiar noted 7 OREGON �,r I.Builder and erection contractor should be advised of all General Nates 1.This design Is based only upon the parameters shown and b bran Individual !1 C17 V'V tq , Truss: FWAX and Warnings beforeconslruction commences. building component.Applicability or design parameters and L� proper �� 2.214 compression web bracing must be Installed where shown 4. Incorporation of component la the rosponamppy of the building designer. +�/^y 7 4 4pv-.� 3 Additional temporary bracing to Insure stability during construction 2 Design sesames the lap and bottom chortle to be latently braced et t.l ` is the reeponbbipty of the erector.Additional permanent bracing of 7 a Inc.and sheathingt hreuch as ply wood s braced TC)ao l r dry length). 1111:1 E ` A{O- DATE: 5/2 9/2 017 the overall structure la the ro alb r the building designer. 2x us inor such as plywood airedsheatwhere)oes,ar drywep(BC) '♦ R •Po^ spY o 3.to Impact cutup or lateral bracing required the show„+as SEQ. : K 3 2 3 S 7 8 O <.No bed should be applied to any component until agar all bracing and 4.Installation of truss h the responsibility or the respective contractor. fasteners are complete end at no time ahould any loads greater than 5.Design assumes trusses are to be used Ina nonaorroehe environment, decl bed•be applied to an and are for"d condition"or use. TRANS I D: LINK 5.Conan rrua has n control over anda^eeeaml es nor. e.Design assumes NI bearing at h supports shown.Shim or wedge If EXPIRE: 12/31/2017 W responsibility for the necessary febncatbn handling,shipment end Inelehalien at component,. 7.Design assumes adequate drainage is provided. May 24,2017 8.This design Is furnished eubJed to the limitations set forth by 8.Plates shall be boated on both faces of truss,and placed as their center May GY TPYVNTCA in SCSI,copies of which roll be furnished upon request. linea coincide vdth Joint center lines, 9.Digits Indicate size of MITek USA,Inc./CompuTrus Software 7.6.8(11)-E 10.For basic connector plate Inc de hes. sips r elves sae ESR-1317,ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 5.0" ICOND. 2: Designo TC: 2x9 KDDF #160TR LOAD DURATION INCREASE = 1.15 checked for net(-7 psf) uplift at 24 c spacing. BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. ICOND. 3: 150.00 PLF SEISMIC LOAD. WEBS: 2x4 KDDF STAND; Design onforms to main windforce-resisting 2X9 KDDF.#lb BTR A LOADING system and components and cladding criteria. 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 Wind: 190 mph, h=24.eftr TCDL=6.O,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 95.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, M-1.5x4 or equal at non-structural LL = 25 PSF Ground Snow (Pg) End vertical(s) are exposed to wind, vertical members (uon). Truss designed for wind loads LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Note:Tru ss design requires continuous AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. bearing wall for entire span UON. 6-02 14-03 T T T 6-02 6-10-14 7-04-02 T T T 1' 12 12 IIM-4x9 6.00 ... .16.00 4,0" 2 ,f-r( i4\ M-3x5 1, 1,d- 1111013M-3X6 ' r 9M-3x6 1 Al 0 101111 IIIII°° o oo cal 1 _AiI k ill Lo o flisskiee -, 5 0.25,.6 M- x6 a M-3x5 M-3x5 M-5x8(S) y y y ), .4(P' EC} PROFFSO 6-02 • 7-02-06 7-00-10 y ,aa .INE'fi� , b 20-05 4k' :9200PE �r JOB NAME : AMERICAN MODERN STEP 5 PLEX — FWBX Scale: 0.2088 l lel WARNINGS; GENERAL NOTES, anise.niheralea natal: , 7 OREGON " Truss: FWBX I.Builder and erection contractor should be advised of all General Notes This design is based only upon the parameters shown and Is for an Individual _ and Warnings before construction commences building component.Applicability of design parameters and proper wY's 2.2s4 compression web bracing must be Installed where shown+, incorporation of component is IM responsibility of the building dealgner. /TO y' f1 Q �`• . 3.Additional temporary bracing to Insure stability during construction 2 p s.c.assumes the tap and bottom chortle to los laterally braced et (al �(� 4 0 Is the responsibility of the erector.Additional permanent bracing of T c.c.and at 10 o.c respectively unless braced throughout their length by 4,14.` �� DATE: 5/24/2017 the overall structure is the responsibility of the building designer. 3.continuous bridging or r It rel E accing re aired where e sh and/or drywaA(BC>. �'�/ R 4.No load should be applied to any component until ager all bradng and 4.Installation of truss h the reyronsibally of the respective contractor. SEQ. : K3 2 3 5 7 81 fasteners ere complete and al no time should any mads greater than N.Design assumes busses are to be used in a non-corrosive environment, loads be applied to an component. and are for"dry condition.of use. TRANS ID: LINK design ppl any S Design assumes full bearing atall supports shown Shim or wedge if EXPIRES: 12/31/9017 5.CompuTrus has no control over end assumes no responsibility for theftmenary. mbdcatlon handling,shipment end lneteletion afcomponents. 7.Design assumes adequate drainage is provided. May 24r 2017 6.This design is furnished euged to the limitations set forth by S.Plates shall be located on both faces of Inds,and placed so their center TPVWICA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Inas. s.Digits indicate she of pieta In inches. MITek USA,Ino./CompuTrus Software 7.6.8(1L)-E 10.For bask connector plate design values see ESR-1311,ESR-lass(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 9'— 0.0" ICOND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. TC: 2x9 KDDF kl&BTR LOAD DURATION INCREASE = 1.15 'COND. 3: 150.00 PLF SEISMIC LOAD. BC: 2x9 KDDF kl&BTR SPACED 29.0" O.C. WEBS: 2x9 KDDF STAND LOADING system conforms to main dicladding rriterig c system and components and cladding criteria. 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 Wind: 190 mph, h=21.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, TOTAL LOAD = 45.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-1.5x9 or equal at non—structural LL = 25 PSF Ground Snow (Pg) End vertical(s) are exposed to wind, vertical members (uon). Truss designed for wind loads LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSE LIVE LOAD. TOP Note:Truss design requires continuous bearing wall for entire span DON. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 4-00 T T 12 6.00 M-1.5x3 3 —/ a M-3x9 z /— r I 1101:1M— � m. 0 t r 0 i o N X '` oO 4 M—ix9 M-1.5x3 y l y 0,,, P R Q��5, 1-06 4-00 IL '' :9200f E r JOB NAME : AMERICAN MODERN STEP 5 PLEX — FWCX Scale: 0.5029 '� {y,[�, WARNINGS: GENERAL NOTES, unless otherwise noted. # OREGON40 1.Budder and erection contractor should be advised of el General Notes I.This design Is based only upon the parameters shown end is for an Indivldual V' A—l✓fl L\,.l 1 V # Truss: FWCX and vdamings before construction commences. building component Applicability of design parameters and proper +�"' -wJ Ntx' 2.204 compression web bracing must be Indalbd where Mown+ Incorporation of component Is the responsibility al the building designer. ,) A.�" 1 20 0A>. 3.Additional temporary bracing to insure debility during construction 2.Design assumes the tap end broom chards to be laterally braced at V !f0F NrrIfr Is the responsiblly of the erector.Additional permeant bracing of 7 so and et 1 e hin reuch as ply unlessod braced(TC)anthroughout their dry length). 1?IR DATE: 5/24/2017 the overall structure Is the responsibility of the building designer. 2x Irapa us sheathing such b plywood required a where s our,sr oryweA(BC). 1[4 \4` 3.2x Impact bridging or lateral bracing required wfiare shown++ SEQ.: K3 2 3 5 7 8 2 4.No load should be appled to any component until after all bracing and 4.Installation of truss is the respensitilty of the respective contractor. fasteners are oomplete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non.vorroeNe environment, design loads be applied m any component. end are for"dry condition"of use. TRANS ID: LINK 6.Design assumes full bearing st al supports Mown.Shim or wedge if B Comprifon has no control over and assumes no reaponstbiliy for the necessary. EXPIRES:. 12/31/2017 febrialon handling shipment end Installation of seepenents. ,Design assumes adequate drainage is provided. May 24,2017 I.This design Is furnished subplot to the Imitations set forth by B.Plates shall be located on both faces of Boss,and placed so their center TPIM/fCA in SCSI,copies of which oR be furnished upon request. lines coincide with Joint anter lines. 9.Digits Instate size ofOde in nmitesWel(USA,Inc/Com uTrus Software 2.6.8(11_)-E 10.Dor taint connector plate design vamps sea ESR-1311,ESR-1988(MOW) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 9-08-00 GIRDER SUPPORTING 1-00-00 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x6 KDDF N16BTR 9-08-00 GIRDER SUPPORTING 36-01-00 ON TC 1-2=(-440) 672 4-5=(-1282) 6722 1-4=(-1888) 352 2-6=(-7358) 1418 BC: 2x4 KDDF B16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2-3=(-440) 672 5-6=(-1282) 6722 4-2=(-7358) 1418 6-3=(-1888) 352 WEBS: 2x4 KDDF STAND; 5-2=( -136) 110 2x6 KDDF 62 A LOADING LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 9'- 8.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL.SUPPORT <= 12"OC. UON. BC UNIF LL( -12.5)+DL( 10.0)= -2.5 PLF 0'- 0.0" TO 9'- 8.0" V 0'- 0.0" -779/ 4033V -2000/ 2000H 5.50" 6.45 KDDF ( 625) TC UNIF LL( 926.0)+DL( 340.8)= 766.9 PLF 0'- 0.0" TO 9'- 8.0" V 9'- 8.0" -779/ 4033V -2000/ 2000H 5.50" 6.45 KDDF ( 625) ( 2 ) complete trusses required. Attach 2 ply with 3"0.131 DIA GUN LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL OND. 2: Design checked for net(-7 psf) uplift at 29 "on spacing. ails staggered: REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. n6" o in 2 row(s) throughout 2x6 top chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 1 row(s) throughout 2x9 bottom chords, BOTTOM CHORD CHECKED FOR 1000F LIVE LOAD. TOP MAX LL DEFL = -0.088" @ 4'- 10.0" Allowed = 0.938" 9" o in 2 row(s) throughout 2x6 webs, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.158" @ 4'- 10.0" Allowed = 0.583" 9" oc in 1 row(s) throughout 2x9 webs. SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.021" @ 9'- 2.5" MAX HORIZ. TL DEFL = 0.037" @ 9'- 2.5" ICOND. 3: 2000.00 LBS SEISMIC LOAD. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 4-10 4-10 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), i ,r ,. load duration factor=l.6, End vertical(s) are exposed to wind, M-3x6 M-7x12 M-3x6 Truss designed for wind loads in the plane of the truss only. / 1 2 3 II II - - I I IF I OO m co A A o M Li f 4?1 5 :;.--!6 -, M-4x10 M-1.5x3 M-4x10 l l l 4-10 4-10 l l 9-08 p �� 0O PRQ�ess 89200PE r JOB NAME : AMERICAN MODERN STEP 5 PLEX - G1 Sale, 0.6107 , �`' ,,:#�-" ----t WARNINGS: GENERAL NOTES, unless other/46e noted: 11, OnGG�1V i Bu lder and erection contractor Mould be advised of aA General Notes 1.This design Ic based only upon the parameters Mown and Is for an Individual �+ fl V I V w 40 Truss G1 and Warnings before construdion commences building component.Applicability of design paramenn and proper -aJ A4L'A 2.204 compreeelon nab bracing must be Installed where shown 4. Incorporation of component Is the responsibility of the building designer. </K 44. i 4 2,0 "�" 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at '<.,l h.... by Is the responsibility of the erector.Additional permanent bracing of 2 ntin and d 1 a hin reuchdNely unless braced throughout their length). R A 1 -le,`_ continuous sheathing or such ea acing required meed ng(TC)and/or tlrywaA(BC). DATE: 5/24/2017 the overall structure is the responsibility of me buildup designer. 3.2a Impact bridging or lateral bracing requlretl where shorn)+ SEQ.: K3 2 3 5 7 8 3 4.No bad Mould be applied to any component until after all bracing and 4.Installation of truss k the responsibility piths respective contractor. faetenen ere complete and et no Sme should any loads greater than 5.Design assumes trusses are to be used ins nonconoshe environment, end are for"dry condition"of use. TRANS ID: LINK design loads be applied to any component. S.Design assumes full bearing at all supports Mow.Shim or wedge if ��,//(�]] ryryC{�+a /201 j 5.CompuTrus has no control over and assumes no responsibility for the necessary. EXPIRES: 12/31 f 1.4)1 1 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. May 24,2017 S.This design Is banished subject to the limitations set fodh by 8.Plates shall be located on both faces of toss,and placed so their center TPbWICA in BM,copies of which alit be mmlMed upon request. lines coincide with Joint canter lines. 9.Digits Indicate size of okra m Inches. MIT&USA Inc./CompuTrus Software 7.6.8(11.)-E 10.For bask connector plate design values see ESR-1311,ESR-1988(MIT.) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 10.3" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF k14BTR LOAD DURATION INCREASE = 1.15 1-2=(-123) 123 5-6=(-1765) 1769 2-5=( -57) 99 BC: 2x9 KDDF N1&BTR SPACED 24.0" O.C. 2-3=(-919) 923 5-3=(-2362) 2351 WEBS: 2x9 KDDF STAND 3-4=(-202) 202 3-6=(-1592) 1565 LOADING TC LATERAL SUPPORT <= 12"0C. 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 PIE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 95.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -1539/ 1599V -2000/ 2000H 5.50" 2.56 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 10.3" -1538/ 1592V -2000/ 2000H 5.50" 2.55 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL IC OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TC PANEL LL DEFL = 0.001" @ 0'- 10.3" Allowed = 0.055" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL TL DEFL = -0.001" @ 0'- 10.3" Allowed = 0.083" SEASONED LUMBER IN DRY SERVICE CONDITIONS M-1.5x3 M-3x8 MAX HORIZ. LL DEFL = 0.003" @ 0'- 9.5" 1 2 3 4 MAX HORIZ. TL DEFL = -0.003" @ 0'- 4.5" ICOND. 3: 2000.00 LBS SEISMIC LOAD. I Design conforms to main windforce-resisting system and components and cladding criteria. Irl Wind: 140 mph, h=19.6ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), m m 0 0 load duration factor=1.6, i I End vertical(s) are exposed to wind, 0 o Truss designed for wind loads I I in the plane of the truss only. I D /- -/ X6 M-3x8 M-3x4 J, J. 1-10-04 (AO PROpt, 0.0 ' :9200PE JOB NAME : AMERICAN MODERN STEP 5 PLEX - GHBP '' 111, Scale: 1.2080 . �. 9OREGON ur WARNINGS: GENERAL NOTES, unless otherwise noted' 1.Builder and erection contractor should be advised of ail General Notes 7.This design la based only upon the parameters shown end la for an indivconstruction commence. building component Applicability of design parameters and proper 2.2x4 compression web bracing mast be installed where shown.. incorporation a component is the responsibility athe building designer. 4:) '� 1 `1Q:\ �+ D5 c Truss: GHBP and Warnings before constru3.Addbianel temporary bracing k insure stabillly during construction 2 Design assumes the top end bottom chortle la be laterally braced et lathe nespenstbllly at the erector.Additional permanent bracing of 2'0.e end a110'o.c respectively unless braced throughout their length by rs� I�� DATE: 5/24/2017 the overall structure a the seeponstblity of the building designer. - continuous shearing such bs plywood reqshuired a Mere o oandmr dryw.A(Bc). f(�y 3.In Impact bodging or th lateral bracing where ihewn e. SEQ. : K3 2 3 5 7 8 4 4.No bed should be applied to any component until after all brodng and 4.Installation of trues 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 in a non-corrodve environment TRANS ID: LINK design loads be applied to any component. and are for'My condition"or as.. 5.CompuTrua hes no control over and aeearn no responsibility kr the 6.Design assumes NA bearing at all supports shown.Shim or wedge if EXPIRES 12/31/2017 2/31//T0.4 7 fabrication,handling,shipment end inebriation of components. a sts. EXPIRES: e�LJ 7L1J1 7,Matesshsign wmecadedanbedrainage te truss,.. May 24,2017 8.This tlestgn k furnished cabled b the limitations set forth by 8.Plates shall be located on both feces of Imes,end paced so their renter TPIANTCA in BC51,copies of which will be fumlehed upon request. linea coincide with joint center lines. 9.Digits indicate size of pate In inches. MITek USA,Inc./CompuTrus Software 7.6.8(114-E 10.For bask connector plate design values see ESR-1311,ESR-1988(Web) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 2.5" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cpl=1.00 TC: 2x9 KDDF 816BTR LOAD DURATION INCREASE = 1.15 1-2=( -4) 65 5-6=(-141) 79 5-2=(-501) 298 BC: 2x9 KDDF 818BTR SPACED 24.0" O.C. 2-3=(-125) 103 2-6=(-157) 309 WEBS: 2x9 RODS' STAND 3-4=( 0) 0 6-3=(-216) 276 LOADING TC LATERAL SUPPORT <= 12"OC. UON. 12 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. 4.00 p 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" -123/ 509V -47/ 66H 5.50" 0.81 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 2.5" -209/ 73V 0/ OH 5.50" 0.12 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. ) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.010" @ -1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.011" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = -0.000" @ 0'- 8.4" Allowed = 0.028" MAX TC PANEL TL DEFL = -0.000" @ 0'- 8.1" Allowed = 0.041" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.000" @ 0'- 9.0" MAX HORIZ. TL DEFL = -0.000" @ 0'- 9.0" Design conforms to main windforce-resisting M-1.5x3 system and components and cladding criteria. 4 M-3x4 3 Wind: 140 mph, h=20ft, TCDL=6.O,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 2 End vertical(s) are exposed to wind, ♦- 1 I Truss designed for wind loads in the plane of the truss only. 1 101- M I O N 5 6 N--1.5x3 M-3x4 � P R OFfi`ScS y y y c:3), INFS tx, 1-06 1-02-08 89200PE <- JOB NAME : AMERICAN MODERN STEP 5 PLEX - GJ Scale: .0990 / � WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON ,raw I.Buller and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ,y (l 1L.11 �)VV f,. Truss: GJ and Warnings before construction commence.. building component.Appllubllly of design parameters end proper 2.244 compresston web bracing must be Malted where shown+ Incorporation of component ie the respond/11W of the building designer. ✓/� l44 14 2" 2.Design assumes the top and bottom chorda to be laterally braced at V L• ,,a, 3.Additional temporary bracing to Insure stability during construction o c and at itl o o.respectNey unless braced throughout their length by aa..,,..�` 1•+1 Is the reaponeibiily of the erector.Additional permanent bradng of continuous sheathing such as plywood sheathing(Tc)and/or drywall(BC). �". R I t '- DATE: 5/24/2017 the overall structure le the respondbil y of the building designer. 3.25 Impact bridging or lateral bracing required where show++ Il 1 a•• SEQ.: K3235785 4.No load should be applied to any component until after all bracing and 4.Installation or rose I.the re.onsibllry or the reeps000e cnntracler. fasteners era compete and at no time should any lads greater than 5.Design assumes bosses are to be used In.noncorrosive anoronmerd, TRANS I D: LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over end assumes no responsibility for the 6 Design assumes full bearing at all supports shown.Shim or wedge N EXPIRES 12/31/2017 fabrication.handling shipment and Installation of components. 7.Design mmuesumes adequate drainage Is podded. May 24,2017 8.This design Is furnished willed to the limitations set forth by 8.Plates shall be located on both faces of Truss,and placed so their center TP WW'CA In SCSI.copies of which will be furnished upon request. lines coincide with Joint caller Tina. 9.Digits indicate ewe of plats In inches.US Inc./Com uTrus Software 7.6.8 1L)E it.For bask connector plate design values see EBR-1311,EZRA 988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 2.5" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -2) 65 7-8=(-195) 120 7-2=(-652) 276 BC: 2x9 KDDF #1613TR SPACED 24.0" O.C. 2-3=(-229) 96 2-8=(-281) 536 WEBS: 2x4 KDDF STAND 3-9=(-145) 50 B-3=(-300) 153 LOADING 9-5=(-108) 65 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5-6=( -85) 2 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PIF TOTAL LOAD = 95.0 PIF OVERHANGS: 18.0" 29.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Unbalanced live loads have been 0'- 0.0" -119/ 339V -96/ 154H 5.50" 0.53 KDDF ( 625) considered for this design. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 9.0" -391/ 393V 0/ OH 5.50" 0.55 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 4'- 11.8" -161/ 331V 0/ OH 5.50" 0.50 KDDF ( 625) 9'- 2.5" -150/ 477V 0/ OH 5.50" 0.71 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. (PROVIDE FULL BEARING;Jts:7,8,4,51 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. 1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.009" @ -1'- 6.0" Allowed = 0.150" 0-10-12 4-01 4-02-12 MAX TL DEFL = -0.011" @ -1'- 6.0" Allowed = 0.200" f f . .( MAX LL DEFL = -0.037" @ 11'- 2.5" Allowed = 0.200" 12 MAX TL DEFL = -0.045" @ 11'- 2.5" Allowed = 0.267" 6 MAX TC PANEL LL DEFL = 0.001" @ 0'- 6.9" Allowed = 0.028" 9.00 D MAX TC PANEL TL DEFL = 0.001" @ 0'- 6.9" Allowed = 0.041" SEASONED LUMBER IN DRY SERVICE CONDITIONS 5 MAX HORIZ. LL DEFL = -0.008" @ 8'- 11.8" MAX HORIZ. TL DEFL = -0.009" @ 8'- 11.8" I Design conforms to main windforce-resisting system and components and cladding criteria. 9 Wind: 140 mph, h=21.7ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), dillload duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads M-3x9 mo M-3x9 l in the plane of the truss only. 3 v f- 2 1 rn0il , IliuI o0 r 0 I B. M-1.5x3 M-3x4 1 1 0-09 q 1 1-06 1 9-02-08 1 2-00 1 •^�c.``` rqE cS's/ 89200PE I- JOB NAME : AMERICAN MODERN STEP 5 PLEX - GJ1 / 1/' Scale: 0.4229 . '/ter' aaas...e ner Ct. WARNINGS: GENERAL NOTES, unless upotherwise noted 'S7L OREGON � Truss: GJ1 1.Builder and erection conbador should be advised of an General Notes 1.This design h based only upon the parameters shown and h for an Individual and Warnings before construction commences building component.Applicability of design parameters and proper y� 4 Z.254 compression web bndng must be installed where shown,. 2. Incorporation a tofinea m.ton ntl b the pponsibi sof i her building side braced aigner /,r) :1 y 14 2' �`V' 3.Additional temporary broeing to Insure stability tlurirp construction 2 c.c end at 10 o.c.respectively unless braced throughout Meir length by V W 1 is the reeponsiblHN of the erector.H desnal permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). "7E. R.l`k„ DATE: 5/24/2017 the overall structure Is the reaponsibl ity of the building designer. 3.20 Impact bridging or lateral brsdng required where shown+, f7 SEQ. : K3 2 3 5 7 8 6 4.No bed should be applied to any component until alter ell bredng and 4.Installation of buss is the responsibility of the respective contractor. fasteners are complete and at no gine should any loads greeter then S.Design assumes(lasses ere to be used lee noncorrosive environment, TRANS ID: LINK design loads be applied to any component. end ere for"dry condemn"of use. 5.compuTme has no control over and assumes no responsibility for the B.Design assumesNI bearing at e0 supports shown.Shim or wedge If EXPIRES: 12/31/2017 febncation,handling,shipment and instesation of components. sea N. B.PeMgnassumes adedon drainage Is provided. May 24,2017 8.This design Is furnished subject to the limitations eel forth by 8.Plates shall be located on born faces of buss,and placed to their comer TPWRCA in BCS(,copies of which 051 be furnished upon request. lines ceindde with OW center lines. uTrus Software 7.6.8(1L E 9.Diggs indicate alis of piste in inches. MITek USA,Inc./Com P )- 10.For basic connector plate design values see ESR-1311.ESR-rose(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 9-08-00 GIRDER SUPPORTING 38-00-00 IBC 2015 MAX MEMBER FORCES 441R/DDF/Cq=1.00 TC: 2x9 KDDF kl&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-516) 538 4-5=(-1138) 7452 1-4=( -180 68 2-6=(-7858) 1206 BC: 2x8 KDDF f{1SBTR 2-3=(-516) 538 5-6=(-1138) 7452 9-2=(-7858) 1206 6-3=( -184) 68 WEBS: 2x9 KDDF STAND; LOADING 5-2=( -580) 3656 2x6 KDDF (2 A LL = 25 ?SF Ground Snow (Pg) TC UNIF LL( 50.0)01U( 20.0)= 70.0 PLF 0'- 0.0" TO 9'- 8.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 950.0)+DL( 380.0)= 830.0 PLF 0'- 0.0" TO 9'- 8.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"0C. UON. 0'- 0.0" -727/ 4389V -2000/ 2000H 5.50" 7.02 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 8.0" -727/ 4389V -2000/ 2000H 5.50" 7.02 REEF ( 625) J'- ( 2 ) complete trusses p required. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Attach 2 ply with 3"x,131 DIA GUN IC OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. I nails staggered: BOTTOM CHORD CHECKED FOR LOPSF LIVE LOAD. TOP XXAND9" oc in 1 row(s) throughout 204 top chords, BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 6" oc in 2 row(s) throughout 2x8 bottom chords, MAX LL DEFL = -0.075" @ 4'- 10.0" Allowed = 0.438" 9" oc in 2 row(s) throughout 2x6 webs, MAX TL DEFL = -0.135" @ 4'- 10.0" Allowed = 0.583" 9" oc in 1 row(s) throughout 2x9 webs. SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.012" @ 9'- 2.5" MAX HORIZ. TL DEFL = 0.020" @ 9'- 2.5" ICOND. 3: 2000.00 LBS SEISMIC LOAD. I Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=19.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4-10 4-10 load duration factor=1.6, T f o' End vertical(s) are exposed to wind, Truss designed for wind loads M-1.5x3 M-5x12 M-1.5x3 in the plane of the truss only. /- 1 2 3 -/ o A A o I o o0 8- 8 8 h - : lTLTt . -M-10x10 M-3x10 ::M-10x10 l y y 4-10 4-10 l l 9-08 \tiNOO PROs <u'< 04GINFF9 04 `e 89200PE rf. '' JOB NAME : AMERICAN MODERN STEP 5 PLEX - H160/ Scale: 0.5982 5, ?'' , Ammo 1. zo WARNINGS: GENERAL NOTES, unless otherwise noted. OREGON Truss: ["]I 1.Builder and erection contractor should be advised of al General Notes 1.This design is based only upon the parameters shown and is for an Individual L fl 'V and Warnings before construction commences. building component.Applkabilly of design parameters and proper .a f . 2 2a4 compression web bracing must be installed where Mown v. incorporation of component Is the reaponstbghy Mho building designer. /,,/� .A1 1 3.Additional temporary bracing to insure daddy during construction 2.Design assumes the top end bosom charts to be leterelly braved at tw( A is the reaponcbllty of the erector.Additional permanent bracing of T o e.and at 10 his nano e.sly unless braced throughout(hair langur by ��R. O- DATE: 5/24/2017 the overall structure te the responsibility of the balding designer. 3.continuous0opact :dginglor such es plywood aheamihere a somor drywag(BC). SSI Impact bridging or lateral bracing required where shown SEQ.: K3 2 3 5 7 8 7 4.No load shook,be applied to any component until ager 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 tnnses are to be used in a non-corrosive environment, TRANS I D: LINK design loads be applied to any component. and are for%try condition•of use. y !] G I mpuIra has no control over and assures no responsibility for the S Design assumes rug bearing at all supports shown.Shim or wedge if EXPIRES: 1 2/31/2017 /sedation,handling,shipment and Installation of components. neceseary. G.This design is furnished abed to the limitations set forth 7.�tesssign aamesaded on drainagecto oiprolman d. May Z4,2�17 �' e.Pieta shell be buten oe both laces of truss,and placed m thele center TPIM?CA In SCSI,copies of which will be furnished upon request. lines coincide with(DIM center Noes. 9.Digits Indicate size of plate in inches, MITek USA,Ino./CompuTN6 Software 7.6.8(1L)-E 10.For basic connector dale design valise see ESR-1371,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 2.5" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF 81&BTR LOAD DURATION INCREASE = 1.15 1-2=( -4) 65 5-6=(-141) 79 5-2=(-501) 298 BC: 2x9 KDDF 11&BTR SPACED 24.0" O.C. 2-3=(-125) 103 2-6=(-157) 304 WEBS: 2x9 KDDF STAND 3-4=( 0) 0 6-3=(-216) 276 LOADING TC LATERAL SUPPORT <= 12"OC. UON. 12 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PIE' BC LATERAL SUPPORT <= 12"OC. UON. 4.00 • DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 45.0 PIE' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" 0'- 0.0" -123/ 509V -47/ 66H 5.50" 0.81 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 2.5" -209/ 73V 0/ OH 5.50" 0.12 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. ) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.010" @ -1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.011" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = -0.000" @ 0'- 8.4" Allowed = 0.028" MAX TC PANEL TL DEFL = -0.000" @ 0'- 8.1" Allowed = 0.041" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.000" @ 0'- 9.0" MAX HORIZ. TL DEFL = -0.000" @ 0'- 9.0" Design conforms to main windforce-resisting M-1.5x3 system and components and cladding criteria. M-3X4 3 Wind: 190 mph, h=20ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 2 End vertical(s) are exposed to wind, f 1 1 Truss designed for wind loads Olik in the plane of the truss only. e 1 1 0 0 M I O N O ,i 1 f -/ 5 �6 `M-1.5x3 IM-3x4 ,0 pRoFex, 1-06 1-02-08 JOB NAME : AMERICAN MODERN STEP 5 PLEX - HJ --.• Scale: 1.0990 WARNINGS: GENERAL NOTES, unless otherwisenotetl -f7 4"OREGON ,c.� 1.Builder and erection oonhaaor should be advised or all General Notes 1.This design Is based onlyupon theparameters shown and h for an Individual Truss: H Js,. and Warnings before construction commencoe building component.Applkabllny of design parameters and proper �} D4 2.2x4 compression web bradng must be Metalled where shown+ incorporation of component k the responsibility of the building designer. +//r, '7�` 14 ('1.° 3.Additional temporary bracing to Insure stability during conebualon 2.Design assumes the top and bottom chords to be latently braced at fir( �a_ f+ la the responsibility of the erector.Additional permanent bracing or 2 o.c.end at 10 c.c.respectively unless bread throughout their length by '1,1F411-.\-, DATE: 5/24/2017 the overall structure Is mere responsibility of building designer. continuous sheathing such as plywood sheathing(TC)and/or drywaM8C). "�r apo^ ray o 3 24 Impact bridging or lateral bredng required where shown. SEQ.: 3 2 3 5 7 8 8 4.No load should be applied to any component until after en bracing and 4.Installation of truss is the responsibility or the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes hisses are robe used in a nonworrosive environment TRANS ID: LINK design loads be applied to any component. and are for"dry conditionof use. 17 5.CompaTnta has no control over and assumes no responsibility for the 6.Design assumes fail Oeadng at all supports Mown.Shim or wedge If EXPIRES: 2/ /})/y fabrication,handling,shipment and installation of components. cowry' LI. LlJ 7.Datessheumesaded drainage to truss,d. May 24,2017 8.This design is furnished cabled to the Nmltatlona set forth by 8.Plates shall be located on both feces of buss,and placed so their center TP W8fCA in ECM,copies of which will be famished upon request. lines coincide with)olnt center lines. MiTek USA,Inc./Com Trus Software 7.6.8(114-E S.Digits indicate sine of plate In Winches.O.For basic connector plate design lues see EBR-1311,EBR-1088(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 2.5" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cil=1.00 TC: 2x9 KDDF 81SBTR LOAD DURATION INCREASE = 1.15 1-2=( -2) 65 7-8=(-195) 120 7-2=(-652) 276 BC: 2x9 KDDF N1&BTR SPACED 24.0" O.C. 2-3=(-224) 96 2-8=(-281) 536 WEBS: 2x9 REEF STAND 3-4=(-145) 50 8-3=(-300) 153 LOADING 4-5=(-108) 65 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5-6=( -85) 2 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PDF TOTAL LOAD = 95.0 PSF OVERHANGS: 18.0" 24.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Unbalanced live loads have been 0'- 0.0" -119/ 339V -46/ 159H 5.50" 0.53 ROOF ( 625) considered for this design. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 9.0" -341/ 393V 0/ OH 5.50" 0.55 ROOF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 4'- 11.8" -161/ 331V 0/ OH 5.50" 0.50 KDDF ( 625) 9'- 2.5" -150/ 977V 0/ OH 5.50" 0.71 REEF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. (PROVIDE FULL BEARING;Jte:7,8,4,5.1 CCOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.009" @ -1'- 6.0" Allowed = 0.150" 0-10-12 4-01 4-02-12 MAX TL DEFL = -0.011" @ -1'- 6.0" Allowed = 0.200" T .( .( . MAX LL DEFL = -0.037" @ 11'- 2.5" Allowed = 0.200" 12 MAX TL DEFL = -0.095" @ 11'- 2.5" Allowed = 0.267" 6 MAX TC PANEL LL DEFL = 0.001" @ 0'- 6.9" Allowed = 0.028" 4.00 v MAX TC PANEL TL DEFL = 0.001" @ 0'- 6.9" Allowed = 0.041" SEASONED LUMBER IN DRY SERVICE CONDITIONS 6 MAX HOAR. LL DEFL = -0.008" @ 8'- 11.8" _, MAX HOAR. TL DEFL = -0.009" @ 8'- 11.8" 1l Design conforms to main windforce-resisting system and components and cladding criteria. 4 Wind: 190 mph, h=21.7ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), v, load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads M-3x4 o in the plane of the truss only. M-3x4 3 2 A- 101 i ro o I o MIE_o r 1 1 I A- 7► 8► -/ M-1.5x3 M-3x4 .6 l 0-09 PR opk- l 1-06 l 9-02-08 y 2-00 y �GjG4N `ScS ? " 9200PE ' JOB NAME : AMERICAN MODERN STEP 5 PLEX - HJ1 _ 'r /,4r Scale: 0.9229 ''� j� fr WARNINGS: GENERAL NOTES, unless otherwise noted 9� OREGON ��/ 7.Builder and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shovel and Is for an Individual -;7 F'1 Truss: HJ1 and Warnings before consiradlen commetees building component.Appksblith of design parameters and properincorpo0A‘��{ 2 284 compreselon web bracing must be Installed where shown+. ration of component Is the responsibility to Otos building designer. �/"s �+` { --41.. 3.Additional temporary basing to Insure etabllity during construction 2 Design aewmes the lop and bottom chortle to be IeterelM braced et �l/w/� 14 Is the reeponsibfgty of me erector.Additional permanent bracing of 2'aiv,and et 10 a.e raepedWp anises braced throughout their length by "7 .1:11110' ! `�10' DATE: 5/24/2017 the overall structure k me re sibl of balding destpnec continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). [7"72 spor tty° 3.20 Impact bridging or lateral bracing required where shown++ SEQ. : K3 2 3 5 7 8 9 4.No bad should be applied to any component until alter all bradng and 4.Installation of truss k the responsibility of the respective contractor. fasteners are compete end at no time should any bads greeter then 5.Design assumes trusses are to be used In.non-corrosive environment, TRANS ID: LINK design loads be applied to anycomponent. and are for"tlry condition"of use. 5.CompuTma has no control over end assumes no responsibility brine 6.Design assumes fullbearing at al supports shown.Shim or wedge if EXPIRES: 12/31/2017 racessfabrcation,handling,shipment end installation of components. 7.Design ssumes adequate drainage is provided. May 24,2017 8.This design is furnished sailed to the limitations set forth by 8.Plates shell be located on both laces of truss,end placed so their center TPIANICA in BCS(,copies of which will be furnished upon request. Imes coincide with Joint center lines. 9.Digits mdlcale size of plate In Inches. MITek USA,Inc./CompuTNS Software 7.6.8(10-E 70.For basic connector pate design values see ESR-7377,ESR-10813(Web This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 7.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF ft16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 37 2-5=(-21) 24 3-5=(-117) 88 BC: 2x9 KDDF H1&BTR SPACED 29.0" O.C. 2-3=(-56) 34 WEBS: 2x9 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 = 95.0 PIP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -58/ 339V -14/ 97H 5.50" 0.53 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 7.5" -22/ 153V 0/ OH 5.50" 0.29 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.003" @ -1.- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.010" @ 1'- 11.5" Allowed = 0.165" 3-03-12 /0-03-12 MAX TC PANEL TL DEFL = 0.010" @ 1'- 11.5" Allowed = 0.298" 1' 1 / SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX HORIZ. LL DEFL = 0.000" @ 3'- 3.8" 9.00 v MAX HORIZ. TL DEFL = 0.000" @ 3'- 3.8" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, M-1.5x3 End vertical(s) are exposed to wind, 3 4 -/ Truss designed for wind loads in the plane of the truss only. ElA r 0 w 0 ti N 0 I 2 �l5 0 M-3x9 M-1.5x3 1 1 1 3-03-12 0-03-12 .1' 1 1 1-00 3-07-08 iy p op 89200 P E• JOB NAME : AMERICAN MODERN STEP 5 PLEX - Ll • Scale: 0.6499 ri vair�� WARNINGS: O.GM designe NOIs udaupon the a 'pa 4_p- ON 4 1.Builder ndWand sbeerection r oontndoran co be advised dor an General Notes 1.mildingcobasedleonly upon the parameters design parameters an proven Individual .. Truss: Ll and Warnings before construction commence.. building component.Applicability bdey ordesign parameter.and proper �} 2.2a4 cumprallon web bracing must be Metalled where shown+ incorporation of component h the responsibility or the building designer. 2/"y - 7 y 14 2- 3.Additional temporery bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterely braced at �J f" la the responsibility of the erector.Addilonal permanent bracing of 7 continuous and at 10 o a rsuch as ply unless Crewe(7C)and/or rMh length by T'!RIO- DATE: continuous shggior later as plywood re uir sheathing(7C)s son a nrywei(BC). 5/29/2017 the overall structure is the responsibility of Me building designer. 3.2x limped bridging or laleralbrodngrequlredwMre ahovm++SEQ.: K 3 2 3 5 7 9 0 4.No road should be applied to any component until after all bracing and 4.Installation or Inns lame responsibility of the reepedive contractor. fasteners are complete and at no time should any bads greater than 5.Design seances trusses are to be used In a nen.oenoslve environment, TRANS ID: LINK Makinoads be to any n a II d . end are for"dry condition"of use. pve vcompo^eM5.CompuTms has no control over and assumes no responsidiny for the B.Design aa.lime.mg bearing at all supports shown.Shim or wedge if EXPIRES 12/31/2017 mm tabrloaian,handling,shipment and installation or components. ry' 7.Plates haawmea adequates obeth drainage leprovided.rusise n May 24,2017 8.This design is furnished wgad to me limitations eat forth by B.Plates shell be bated on both feces or truss,and placed so their center Tpt,wICA M BCSI.copies of which will be furnished upon request. lines colndde with Joint center lines. 9.Digi.Indicate size of plate in inches MiTek USA,lint./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311.EB11-1988(MITei) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 7.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 ROOF #168TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 37 2-4=(0) 0 BC: 2x9 ROOF #16BTR 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 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" -54/ 342V 0/ 47H 5.50" 0.55 KDDF ( 625) 3'- 4.7" 0/ 43V 0/ OH 5.50" 0.07 KDDF ( 625) ** Fox hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 3'- 7.5" -44/ 100V 0/ OH 1.50" 0.16 KDDF ( 625) 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL IrROVIDE FULL BEARING;Jts:2,4,3I 9.00 'REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. p,OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0,0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.011" @ 2'- 1.9" Allowed = 0.189" MAX TC PANEL TL DEFL = 0.010" @ 2'- 1.9" Allowed = 0.283" SEASONED LUMBER IN DRY SERVICE CONDITIONS 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=19.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1,6, Truss designed for wind loads ro in the plane of the truss only. to 0 N ,, .-i i - 1 I 2-.--...„..„--. 4 a M-3x4 l l y 1-00 3-07-08 w��5 (cNG1►V tc,9 l ti._.. 8920OPE 17 f' JOB NAME : AMERICAN MODERN STEP 5 PLEX - L2 //' Scale: 0.9309 : WARNINGS: GENERAL NOTES, untaupother wise ramete 7/ .OREGOry ,r ift 1.and W and medlar contractor on co be advised of act General Notes 7.This design p based only upon the parameters ar mewn and h for an individual OREGON iJ a V d,4/ Truss: L2 gnawamingenempewnwuaoncomm.n«.. bniwingcomponent.Appna.alryolaaegnpaamah.and proper 2.204 compression web bracing must be Installed where shown* incorporation of component h the responsibility of the building da.igner f/'r, y 1 a.. p 3.Additional temporary bracing to Insure 51 BBy during construction 2.Design assumes the top end bottom chorda to be laterally braced et �.! �N_ by le the responsibility of the erector.Additional permanent bracing of 2 o unc.and s ea hin.respectively as ply unless Baan throughout Maly length). tie IO- DATE: 5 29 2 i7 the overall structure Is the responsibility of the buddingdesigner. continuous sheathing such as plywood ahaeMing(TC)eM/or drywaA(BC). "�0 e 3.20 Impact bridging or hterel thawing required where show„.. SEQ.: K3 2 3 5 7 91 4.No load should be applied to any component until after all bradrq and 4.Installation of truss is the responsibility of the respedhe contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used Ina non.corronlve environment, design beapplied to an nt. and are for condition"of use. TRANS I D: LINK s gy compose 5.Design assumes tan bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2017 5.CompuTrus has no control over and assumes no responsibility for the cery fabrication,handling,shipment and installation of components. 7.Dpeesign assumes adequate drainage is provided. May 24,2017 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both feces of hose,and placed so their center TPIM/1CA in BC SI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of piste In Inches. MITek USA,Ina./ColnpuTrus Software 7.6,8(1L}E 1t For basic connecter plate design values see ESR-1311,ENR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 9.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 56 2-5=(-33) 37 3-5=(-179) 122 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-76) 52 WEBS: 2x4 KDDF STAND 3-9=( -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. 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/ 477V -20/ 66H 5.50" 0.76 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 4.0" -35/ 231V 0/ OH 5.50" 0.37 KDDF ( 625) M-1.5x4 or equal at non-structural vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL II''TOND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. I REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ** For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.041" @ 2'- 10.6" Allowed = 0.285" MAX TC PANEL TL DEFL = -0.049" @ 2'- 8.6" Allowed = 0.428" 5-00-04 0-03-12 SEASONED LUMBER IN DRY SERVICE CONDITIONS T I 12 MAX HORIZ. LL DEFL = 0.000" @ 5'- 0.2" 4.00 I7 MAX HORIZ. TL DEFL = 0.000" @ 5'- 0.2" Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x3 Wind: 140 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 -/ load duration factor=1.6, End vertical(s) are exposed to wind, Pr Truss designed for wind loads lin the plane of the truss only. 0 0 1 N u) I O -/ I 1 2 ** 5 0 M-3x9 M-1.5x3 l 1 )' 5-00-04 0-03-12 J, y y 1-06 5-04 6"' `‘ 0PRO04G Ne "9 lC. ` :9200P yr JOB NAME : AMERICAN MODERN STEP 5 PLEX - L3 Scale: 0.6222 ' '4llIll! [}'`' WARNINGS: - GENERAL NOTES, unless athenMae noted: * 0��1.701V ^ 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 �� ,( OREGON Truss: L3 and Warnings before construction commences. bulking component.Applkebllty of design parameters and proper 4r, I,4 . 2.2N4 compression web bracing must be Installed where shown+. incorporation of component b the responsibility of the building designer. "7�' { 2.° 3.Additional temporary brackg to Insure alablilty during construction 2.Design assumes the lop end bottom chorda to be laterally braced et 1 ,mss, by Is the responsibility of me erector.Additional permanent bracing of 2 ntlnc.end at ee o n.reach as ply s unless braced(TG)ander r d y length). t�1•Yh DATE: 5/24/2017 the overall elector,is me responsibility oldie buildingdesigner. 2a I continuous sheathing such as plywood shred where r aheorr arywalgec). 11 R apo^ ity o g 3.2a Impact bridging or lateral bredng required where shown♦a SEQ.: K3 2 3 5 7 92 4.No Toed should be applied to any component until after all bracing and 4.Instegetlon Muss is the responsibility of the respective hntrectnr. fasteners are mullets and at no rime should any loads greeter than 5.Design assumes time.are to be used In a non<orrosNe environment, designloads be applied to anycomponent and are for'airy condiion•of use. TRANS I D: LINK 5.c uT ue ha,no non rot uaand eesumee no responsibility for the 8 Design amines MI bearing at all supports Mown.Shim or wedge if EXPIRES: 12/31/2017 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. May 24,20 1 7 8.This design is furnished subject to the limitations set forth by 8.plates shall be located on both fads of Imes,and placed so their center TPNAGGA In SCSI.Naples of whish will be furnished upon request. lines coincide 04th Joint center line. 9.Digits indicate We of plate In Inches. MiTek USA,Ino./CompuTrus Software 7.6.8(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'- 4.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cit=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 56 2-5=(-20) 29 3-5=(-107) 85 BC: 2x4 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-68) 29 WEBS: 2x9 KDDF STAND 3-4=( -7) 3 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 = 95.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" 0'- 0.0" -88/ 926V -12/ 46(1 5.50" 0.68 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 4.0" -20/ 139V 0/ OH 5.50" 0.22 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacinq. l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.010" @ 1'- 4.8" Allowed = 0.195" MAX TC PANEL TL DEFL = 0.011" @ 1'- 4.8" Allowed = 0.217" 3-00-04 0-03-12 SEASONED LUMBER IN DRY SERVICE CONDITIONS T T T 12 MAX HORIZ. LL DEFL = 0.000" @ 3'- 0.2" 4.00 D MAX HO RI Z. TL DEFL = 0.000" @ 3'- 0.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.7ft, TCDL=6.0,13CDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, M-1.5x3 End vertical(s) are exposed to wind, 4 Truss designed for wind loads 3 '� in the plane of the truss only. v 0 IR -.1111111111111111111111 u1 0 ti ti o 1: %IllM1111141 ,' i2► ** 5 0 1 M-3x4 M-1.5x3 1 1 1 3-00-04 0-03-12 1 1 1 1-06 3-04 ��� D PROFFGiNEs 't` 89200PE iv.'' JOB NAME : AMERICAN MODERN STEP 5 PLEX - L4 / __ .,. Scale: 0.6541 ...--041 1M WARNINGS: GThis de NOign isb, unless an lb.a parameters ©R EGr.y� # lia Truss: L9 Builder and erection contractor should be ad odd of al General Notes 1.This design Is based only upon the pesignprs Moven end Is for an individual LO V t, and Warnings before conalrudlon commences. building component.Applicability of design parameters and proper �} y 2.204 compression web bracing mud be installed where shown+, incorporation of component is the responsibility of the building designer. f,/� '7,!* 14 ('3 O � 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and boftom chards to be lateral!),braced el Q F Is the responsibility of the eredar.Additional permanent bracing of T o c.and at sea o n respectively ch aspwoods heated(TC)and/or their length by &�R 1 t..� DATE: 5/24/2017 the overall structure o the responsibility continuous Impactsheathing or ateh l b plywood airedsheatsutler°)and/or drywaN(BC). ^! aponcomp of the building designer. 3.In Impact bridging or lb.rsl bracing required where tae contractor.+ SEQ. : K 3 2 3 5 7 9 3 4.No bad should be applied to any component until after all bracing and 4.Installation of tures la IM responsibility of the respective contractor. fasteners am complete end at no time should any loads greater then 5.Design assumes In sssa are to be used In a noncorrosive environment, TRANS ID: LINK design loads be epplied loony component and.roror"dry condnbllclose. 5.CompuTnle has no control over and assumed no reeponateicy for the 6.Design assumes full bearing at all supporta shown.Shim or wedge If EXPIRES: 12/31/2017 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is prodded. May 24,201 7 S.This design is furnished sub(ed to the limitations set forth by S.Plates shall be located on both faces of trues,and placed so their center TPhWTCA In SCSI,copies of which vAl be furnished upon request. lines coincide with Joint center lines. MiTek USA,inc./Com uTrus Software 7.6.8 1 L 0.Digits indicate size of plate in inches. P ( )"E Io.For basic connector plate design values see ESR-1311.ESR-1 985(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 4.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 56 2-5=(-33) 37 3-5=(-179) 122 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-76) 52 WEBS: 2x9 KDDF STAND 3-9=( -7) 3 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 BORE 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/ 977V -20/ 66H 5.50" 0.76 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 4.0" -35/ 231V 0/ OH 5.50" 0.37 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-7 psf) uplift at 29 "on spacing.] REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/1B0 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.019" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.091" @ 2'- 10.6" Allowed = 0.285" MAX TC PANEL TL DEFL = -0.099" @ 2'- 8.6" Allowed = 0.428" 5-00-04 0-03-12 SEASONED LUMBER IN DRY SERVICE CONDITIONS T 12 MAX HORIZ. LL DEFL = 0.000" @ 5'- 0.2" 4.00 MAX HORIZ. TL DEFL = 0.000" @ 5'- 0.2" Design conforms to main windforce-resisting - system and components and cladding criteria. M-1.5X3 Wind: 140 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads X in the plane of the truss only. 0 -..alldlligligllIllIlldl ,t 0 N 1"1 fi SallgaMEMIEMIIIMIMIA -/I 1 21110 .. 0 5 M-3x9 M-1.5x3 l l y 5-00-04 0-03-12 l l y 1-06 5-04 t,OPR0er, 06, 4' z.920OP mac" JOB NAME : AMERICAN MODERN STEP 5 PLEX - L5 / '4.'''!.' Scale: 0.6222 la • WARNINGS: GENERAL NOTES, unleas upon the '9 OREGON 14/1:4- t.Builder and erection contractor should be advised of a1 General Notes 1.This design is based only upon parameters shown and Is for en individual L }f7 'V w T r us S: L5 and Warning.Mrore construction commences building component.Applicability of design parameters and � proper 7 2.2s4 compression web bracing mus be installed where shown*. Incorporation of component is the responsibility of the building designer. <0 14 2C/01.' 3.Additional temporary bracing to Inure etebilty during wnetruction 2.Design assumes the lop and bottom chortle to M laterally Dread et V �a Is the responsitaly of the erector.Addlional permanent bracing of Y o c and at 10:5.0 reepedwely unless braced throughout their length by � �� DATE: 5/24/2017 the overall structure is the naponsbMattire bonding designer. continuous sheathing such as plywood eheaming(TC)and/or drywal(BC). ^' M 3.28 Impact bridging or lateral bractng required where shown 0* SEQ.: K3235794 4.No had should beappliedaany component until after all bracing and 4.ln.taletlae at roes I.tire respan.ibitity Of the re.peoe nentrecter. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design leads be applied teeny aaepanent and are for"dry conalmn^ofuse. 5.CompuTrue has no control over and assumes no responsibility for the 6.Design assumes NU bearing at all support.shown Shim or wedge if EXPJ RES: 12/31/201.7 fabrication,handling,shipment and Retaliation of components. necessary. 7.Design creams,edequete dreieege is presided May 24,2017 8.This design is furnished wiled to the limitations set forth by 8.Plates shall be located an both faces of buc0.and placed w their center TPLWfCA In BCSI,copies of which will be furnished upon request. linea coincide with Joint center lineae 9.Digits indicate eine of plate In inches. MiTek USA,Inc./CampuTrus Software 7.6.8)1L)-E 10.For bask connector plate design values see ESR-1311.ESR-1988 Welt) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 4.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 EIDE N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 56 2-5=(-27) 30 3-5=(-192) 102 BC: 2x9 KDDF R1fiBTR SPACED 29.0" O.C. 2-3=(-70) 38 WEBS: 2x9 (ODE STAND 3-9=( 0) 0 LOADING 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" -85/ 997V -16/ 57H 5.50" 0.72 KDDF ( 625) .1. For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 9'- 4.0" -27/ 189V 0/ OH 5.50" 0.29 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL IC OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.018" @ 2'- 9.1" Allowed = 0.215" 4-00-04 0-03-12 MAX TC PANEL TL DEFL = 0.018" @ 2'- 4.1" Allowed = 0.322" f fSEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX HORIZ. LL DEFL = 0.000" @ 4'- 0.2" 4.00 MAX HORIZ. TL DEFL = 0.000" @ 4'- 0.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=19.9ft, TCDL=6.0,BCOL=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 t in the plane of the truss only. 0 t .a I , 1 2 5 IlligillillIM-3x4 M-1.5x3 1 , 1 4-00-04 0-03-12 l l y 1-06 4-04 ‹�,Eo R Qpcss `ct` 89200PE • �r- JOB NAME : AMERICAN MODERN STEP 5 PLEX - L6 ,,,,, ,,/ Scale: 0.6996 I '•' ^^`alb In WARNINGS: GENERAL NOTES, unless upotherwise noted: ,OREGON L 6 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 // Al- Truss: and Warnings before conetructlon commences. building component Applicability of design parameters and proper - Y �•} • ��. 2.204 compression web bradng must be Installed where shown 0. incorporation of component Is the responsibility of the bulking designer. <,/y "7�+' 1 A A 3y 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced et <wI W �'^ Is the responsibility of the erector.Additional permanent bracing of 2 so.and at IC/o.c.respectively unless braced throughout their length by 4s.,v �� DATE: 5/24/2017 the overall structure k the responabBly of the bulking designer cominuous ridging or such es acing rd sheething(T shovm r drywa8(BC). ,'(,mow 3.Installation s Impact bridging truss Is tlathe bracing required the where ehe co•t a SEQ.: K3235795 4.faobed should cmleteeapplied toany componentumyseerall bracing and 5.DesipnlasofhutsIsthearetoneuseItheraspednseenviron fasteners are complete and at no time should any beds greater than 5.Design assumes trusses are to be used In a non-wnoaNe environment, TRANS ID: LINK design loads be applied to any component. end are for"dry condition"of use. 5.CompoTrus has no Iotrol over and assumes no responsibility for the 3 Design..comet full Oebearing.tag supports shown.Shim or wedge g EXP J REa7�+ :'. 12/31/2017 fabrication,handling,shipment and Installation of components. 7.Design ssumes adequate drainage is provided. May 24,2017 8.This design is furnished sublect to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPINOICA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digda Indicate sin of plate th inches. MiTek USA,Ion./CompuTru3 Software 7.6.8(1L}E 10,For bask connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber & Truss (DM) LUMBER SPECIFICATIONS TRUSS SPAN 18'- 7.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 DF 2400F LOAD DURATION INCREASE = 1.15 1- 2=( 0) 94 2- 8=(-84) 174 3- 8=(-232) 169 BC: 2x9 DF 2900F SPACED 24.0" O.C. 2- 3=(-257) 192 9-10=(-56) 77 4- 8=(-206) 165 WEBS: 2x9 DF 2900E 3- 4=(-106) 166 10-11=(-91) 357 8- 9=(-574) 514 ' LOADING 4- 5=(-173) 218 11- 7=(-91) 357 9- 5=(-456) 110 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+0L( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-426) 282 5-10=(-179) 486 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-508) 191 10- 6=(-308) 236 TOTAL LOAD = 42.0 POE OVERHANGS: 18.0" 0.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Unbalanced live loads have been BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -120/ 473V -133/ 144H 87.02" 0.71 DF ( 670) considered for this design. LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 7'- 4.8" -186/ 251V 0/ OH 87.02" 0.37 DF ( 670) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 7'- 6.5" -266/ 856V 0/ OH 3.48" 1.28 DF ( 670) 16'- 7.5" 0/ 116V 0/ OH 24.00" 0.17 DF ( 670) • 18'- 7.5" -97/ 407V 0/ OH 24.00" 0.61 DF ( 670) 8-06-08 10-01 T ' f 3-04-06 4-00-06 1-01-12 4-11-14 S-01-02OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. f VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 12 12 MAX LL DEFL = -0.010" @ -1'- 6.0" Allowed = 0.150" M-4x6 8.00 Q 8.00 MAX TL CREEP DEFL = -0.012" @ -1'- 6.0" Allowed = 0.200" 4.0" MAX TL CREEP DEFL = -0.015" @ 13'- 7.3" Allowed = 0.606" 5 ,f,( MAX TC PANEL LL DEFL = -0.023" @ 16'- 5.6" Allowed = 0.390" M-3x9 MAX HORIZ. LL DEFL = 0.006" @ 7'- 6.5" 4 JL` MAX HORIZ. TL DEFL = -0.006" @ 7'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-3x4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di r), M-1.5x3 load duration factor=1.6, 3 Truss designed for wind loads ,4414111 1t' in the plane of the truss only. r 2 All&b oGI lirlhll 0 i 9 . 0 1 i CV M-3x4 I m m �� T-6x6 10 11 -moo M-3x9 M-4x6 -M-6x6 J• l J• .6 l 7-06-08 4-10-13 4-02-03 2-00 g� y�Rope- 1-06 c y 1-06 y 7-03 y 11-04-08 y ‹fC�'ky� �n opLst l r� r (� /� 'PROVIDE FULL BEARING;Sts:2-8,9,11-7 I 18-07-06 y V\�� V89200PE�� 'T /`✓-,+�_y+ ".L./ 6"35 JOB NAME : AMERICAN MODERN STEP 5 PLEX - 0 /` ,,/ Scale: 0.2933 i(\/I WARNINGS: GENERAL NOTES, unlessotherwisethepenoted: A OREGON �4 1.and erW and s before contractor should be advised of all General Notes 1.This Ing n design is component. only upon the parameters par shown and b op an Individual 'y !1 S.,f Truss: 0 antl Wamlrgs before construction commences. OulMing component.Applkpbllity of design parameters and proper AlN 2.204 compression web bradng must be installed where strewn n. incorporation of component is the responsibility of the building designer. <0 "7�` 1 4 2' 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top end bottom chords to be laterally braced al �,r( 1 l+ Is the respaimlbidy of the erector.AddRknal permanent bracing of 2'a.c.and at 10 a.c respectively unless braced throughout their length by // �� continuous sheathing such as plywood sheathing(TC)and/or drywml(BC). e`�F DATE: 5/24/2017 the overall structure Is the responsibility of the building designer. 3.2.Impact bridging or lateral bracing required where shown++ SEQ. : K3 2 3 5 7 9 6 4.No bad should be applied to any component until ager all bracing and 4.Installation of truss Is the responabllty of the respective contractor. fasteners are complete and at no time should any loads greater then 6.Design assumes trusses are to be used In a non.nerroehe environment, TRANS ID: LINK design Rads be applied toany component. and are for"dry nnndtlnn'0105.. 5.CompuTrua has no control over end assumes no responsibility for the 6.Design assumes NI bearing at al supports shown.Shim or wedge if EXPIRES: 1 2/'j 1I2O1 7 labrtcaibn,handling,shipment end Installation of components. 7.Design assumes necessary. /tilt RLl3 L�2. L 6.This design b furnished subject to the limitations set forth by 6.Plates shall be located on bquate drainage faces of f trus pd,eend placed on their center d. May 24 r 2 1 7 TPIMyrCA In SCSI.copies of which will be Nmished upon request. lines coincide wlm Joint center lines. uTrus Software*7,6,8SP2 1L E 9.Digtts Indicate size of plate In Inches. MITek USA,Inc./Com F ( )- 10.For basic connector piste design values see ESR-1311.ESR-t 988(Wok) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 9.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF h1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 37 2-5=(-36) 49 3-5=(-193) 127 BC: 2x9 KDDF N16BTR SPACED 29.0" S.C. 2-3=(-79) 67 WEBS: 2x9 KDDF STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. 110N. 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) OVERHANGS: 12.0" 0.0" 0'- 0.0^ -97/ 911V -22/ 6BH 5.50" 0.66 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.0" -38/ 250V 0/ OH 5.50" 0.40 KDDF ( 625) M-1.5x4 or equal at non-structural 'COND.members (uon). 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 2015 AND IRC 2015 NOT BEING MET. " For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.057" @ 3'- 1.3" Allowed = 0.315" MAX TC PANEL TL DEFL = -0.073" @ 2'- 11.1" Allowed = 0.472" 5-05-04 0-03-12 SEASONED LUMBER IN DRY SERVICE CONDITIONS T , 1. 12 MAX HORIZ. LL DEFL = 0.000" @ 5'- 5.2" 4.00 I7 MAX HORIZ. TL DEFL = 0.000" @ 5'- 5.2" Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x3 Wind: 140 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=1.6, End vertical(s) are exposed to wind, m Truss designed for wind loads in the plane of the truss only. ti 1 1 2� f, 5 M-3x9 M-1.5x3 l l b 5-05-04 0-03-12 l l b 1-00 5-09 ,R`tp PR OAtsfs ON&INE�9 o.o. et89200PE JOB NAME : AMERICAN MODERN STEP 5 PLEX - P1 Scale: O.6079 WARNINGS: GENERAL NOTES, unless otherwise noted -tea OREGON [/�, 7 Builder and erection contractor should be advised o!all General Notes 1.This design la based only upon the parameters shown end Is for en Individual 7♦ A p_ "V Truss: PI and Warnings before eonstrudlon commences building component.Applicability of design parameters and proper L of O�N 2.254 compression web bracing must be Installed where shown w. Incorporation of component is the responsibility of the building designer. At- / �` 14 - 3.Additional temporary brecing to insure stability dudng construction 2.Design assumes the top and bottom chords to be laterally braced at �� Is the responsibility of the erector.Additional permanent bracing of 2 a.c and at 10 o.c.respectively unless bread Throughout their length by }.., �.10 continuous sheathing such as plywood where and/or drywati(BC). """777(`'^ L DATE: 5/24/2017 the overall structure is the responsibility of the building designer. 3.25 Impact bridging or lateral bracing required where shown++ SEQ.: K3 2 3 5 7 9 7 4.Na load should be applied to any component until ager all bracing and 4.Installation of inns Is the responsibility of the respective contractor. fasteners are complete and et no time should any loads greater than 5.ledge assumes trusses are to be used Ina nun-cormslve environment, TRANS ID' LINK design beds be applied to any component and are for"dry condition"of use. 5.CompuTrus has no control over end assumes no responsibility for the 6.Dee ery. g assumes Ne bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2017 fabrication,handling.shipment and installation of components. 7.Platign assumes adequate drainage e la provided.,and May 24,2017 5.This design Is sinistrad cabled m the limitations set font by S.Plates shall be bested on both faces Otiose,and plawd w their center TPINETCA In BCSI,wpbs of which will be furnished upon request. lines coincide with joint center lines. g.Digits indicate sloe of plate in inches. MITek USA.Ino./CompuTrus Software 7.6.8(1L)-E 10.Far bask connector plate design values see ESR-1311,ESR-1088(MINN) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 9.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 I TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 37 2-5=(-36) 49 3-5=1-193) 127 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-79) 67 WEBS: 2x4 KDDF STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 POE 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) OVERHANGS: 12.0" 0.0" 0'- 0.0" -47/ 411V -22/ 68H 5.50" 0.66 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.0" -38/ 250V 0/ OH 5.50" 0.40 KDDF ( 625) ** For hanger specs. - See approved plans II'_ LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.057" @ 3'- 1.3" Allowed = 0.315" MAX TC PANEL TL DEFL = -0.073" @ 2'- 11.1" Allowed = 0.472" 5-05-04 0-03-121SEASONED LUMBER IN DRY SERVICE CONDITIONS I I 12 MAX HORIZ. LL DEFL = 0.000" @ 5'- 5.2" 4.00 MAX HORIZ. TL DEFL = 0.000" @ 5'- 5.2" Design conforms to main windforce-resisting system and componentsand cladding criteria. M-1.5x3 Wind: 140 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads (111 in the plane of the truss only. N I N O N N M 1 0 2 5 M-3x4 M-1.5x3 1 1 1 5-05-04 0-03-12 1 1 1 1-00 5-09 59�5 C I NE'c.i, <9, 4c.- 89200P �< JOB NAME : AMERICAN MODERN STEP 5 PLEX - P2 Scale: 0.6079 tis 40 cr WARNINGS: OENERAse)gn A b, uMaupon the parameters OREGON �� 1 Builder and erection contractor should be advhed of al General Notes I,This design Is based only upon the parameters shown end Is for an Individual OREGON V Truss: P2 and Warnings before construction commences. balding component.Applicability of design parameters end proper 2.2r4 compression web bracing mud be installed where shown+. incorporation of component is the responsibility of the building tlealgner. 3.. 14_ Pl �^�.. 3.Additional temporary brseing to insure stability during condmction 2 Design assumes the lop and botiam chords to be laterally braced at 4 Is.Me responsib llty of the erecter.Additional permanent bracing of 2 pc.end at l0'c.c reapedsely unless braced throughout their length by /iti IO- continuousDATE: 5/24/2017 RR sheathing such as plywood sheathing(TC)and/or drywal(BC). /'* lity of the building designer. 3.2s Impact bridging or lateral bracing required where shown++ SEQ. : K3 2 3 5 7 9 8 4.No bed should be applied to any component until after all bredng and 4.installation of truss A the responsibility olthe respective contractor. fasteners ere complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corroeie environment, roads be applied to an 1 and are for"dry condition"of use. TRANS ID: LINK designsnanP^ne^. 5.CompuTrua hes no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If ty pI p C{a., n/ry (/)O 17 febncation.handling,shipment and indalalmn of components, T.Designs sumes adequate drainage is provided. May 24,2017 f1Ct3 CLA iL 6.This design is famished subject to the limitations set forth by 8,Plates shall be located on both faces of was,and placed so their canter TP9WTCA in RCS!,copies of which will be famished upon request. lines coincide with Joint center linea. UTfU6 Software 7.6.8 1L E 9.Digits indicate Ace of pale hr Inches. MiTek USA Inc./Com p ( )- 10.For bask connector plate design values see ESP-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 9.0" IBC 2015 MAX MEMBER FORCES 4BR/DDF/Cq=1.00 TC: 2x9 KDDF R1&13TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 37 2-5=(-29) 33 3-5=(-158) 109 BC: 2x9 KDDF g16BTR SPACED 24.0" O.C. 2-3=(-65) 46 WEBS: 2x4 ROOF 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"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: 12.0" 0.0" 0'- 0.0" -97/ 372V -18/ 57H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 9'- 9.0" -31/ 209V 0/ OH 5.50" 0.33 KDDF ( 625) ." For hanger specs. - See approved plans i LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. OND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.025" @ 2'- 6.8" Allowed = 0.249" MAX TC PANEL TL DEFL = -0.027" @ 2'- 5.1" Allowed = 0.366" 4-05-04 0-03-12 SEASONED LUMBER IN DRY SERVICE CONDITIONS f f f 12 MAX HORIZ. LL DEFL = 0.000" @ 4'- 5.2" MAX HORIZ. TL DEFL = 0.000" @ 4'- 5.2" 4.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=l5ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-1.5x3 load duration factor=l.6, 4 -/ End vertical(s) are exposed to wind, 3 Truss designed for wind loads I in the plane of the truss only. N .-i 0 I Hi Hi Mi- 1 i� 1 o I 2 F♦ 5 0 M-3x4 M-1.5x3 .1 1' l 4-05-04 0-03-12 l l l 1-00 4-09 CC, 0PROpt 4 892O0PE ° JOB NAME : AMERICAN MODERN STEP 5 PLEX - P3 , / ---,. Scale: 0.6189 ,--110M WARNINGS: GENERAL NOTES, unless otherwls noted: 7 ,OREGON ,\�.. i Builder end erection contractor should be advised of al General Notes 1.This design N based only upon the parameters shown and Is bran Individual Y OREGON 1.7 ti.,i1�1 "{7 Truss: P 3 and Warnings before construction commence. building component.Applicability of design parameters end proper �1 (� 2.2a4 compression web bredng must be Inatelbd where shown v incorporation or component Is the responsibility of the building designer. </'ti 7 r 21° �^'�.. 3.Additional temporary bracing to Insure debility during consiructlon 14 2 Design assumes the lop and bottom chorda to be lalarelly Mead at V 4 by I°the responsibility of the erector.Additional permanent bracing of 2'a inc.ou sheathingt i Goa rsuch as ply woods beaten throughout r dryeir la ll(B). i fri fiR 4 DATE: 5/2 4/2 017 the overall structure is the re sibl f the buildin des ner. continuous ingor such i b acing required uired in ere s end/or tlrywal(BC). L responsibility lY o g b 3.In Impact bridging true or lateral bracing rof IS.Where Mown•e 4.No bad should be applied Is anyl until after al bracing and 4.Installation of Was I.the responsibility SEQ.: K3235799 pp eamponen hto In a narpedoec.nckar. fasteners ere complete and at�nme siwuia any fossa greater then 5.Design assumes trusses are to bd used In a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTru°has no control over and assumes no responsibility for the 6.Design assume NA beating at al supporta shaven.Shim or wedge if EXPIRES: 1 r]CL+• -1 t]/ry )fy(t 7. fabrication,handling,shipment end installation of components. mammy. 017 Ifo C47 I L J fLEI y.Design sh.ttassumes adequate drainage to prodded. M ay24,2017 8.This design Is furnished cabled to the limitations set forth by 8.plates shall be located on both razes of Trus,and placed s ihslr center TP W,'PCA in BIS',copies of which colt be furnished upon request. 'Ines coincide with joint center lines. uTrus Software 7.6.8 1 L E 9.Digits indicate sloe of plate In Inches. MiTek USA,Inc./Com P ( )- to.Far beck connector plate design values see ESR-1311,ESR-1986(MiTek) Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION 314" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 4 I (Drawings not to scale) offsets are indicated. Damage or Personal Injury r��= Dimensions are in ft-in-sixteenths. 11Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,CHORDS 9 g,is always required. See BCSI. 0'/ �� 2. Truss bracing must be designed by an engineer.For 16 4 wide truss spacing,individual lateral braces themselves !:- may require bracing,or altemative Tor I 111111111b1 : bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. rorO 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate C7-8 C6-7 C5-6 E designer,erection supervisor,property owner and plates 0- 1/1d'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/I-PI 1. NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber software or upon request. shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: 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 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that / Indicated by symbol shown and/or SYP represents values as published specified. bytext in the bracingsection of the by representsAWC inthe 05/2012 NDS SP 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 (supports)occur. Icons vary but reaction section indicates joint 16.Do not cut or alter truss member or plate without prior \ ©2012 MiTek®All Rights Reserved approval of an engineer. v117.Install and load vertically unless indicated otherwise. ® number where bearings occur. Min size shown is for crushing only. 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: 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 sufficient. DSB-89: Design Standard for Bracing. • " BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ke ANSIIrPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013