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Plans (19) r� /r_ _ ��/i 20 / L2 �7f /l �_ L. v- . ....� Y ! ,/,. rarcrcc. i .. ytSrr,c/L -Uc TA/ j 3JOG A),Cr- c 'Fre I 4,157)-c)/6-0o5-)--.4 3 3/U lot (‘-r 133/(. /‘4/-Ci-is-re T/ s7 O!G --005-2 t) MiTek° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL16-296_UPPER Fax 916/676-1909 POLYGON The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: R47726768 thru R47726782 My license renewal date for the state of Oregon is June 30,2017. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. ñGlN RPRQEER 87022PE 9< N � �A> OREGON qP 4N 90 FM$ER 0`9 A. He° !l E •I•ES: $61 0/20' June 29,2016 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. Job Truss Truss Type Qty Ply POLYGON R47726768 PL16-296_UPPER F01 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon -- 7.530 s Jul 11 2014 MTek Industries,Inc.Wed Jun 29 1227:032016-Page 1- -- ID:SeV?tdjYilz0X2xysiFDVpzsmUO-5R1?f7xkF MIzQE?iHoVx_?JCALXh12gJik6J9z1Ojs 1-9-12 I 2-6-0 I Scale=1:18.2 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 I I 1 2 3 4 5 . ° e 8 7 Y / \ / \ 3x5= 3x4= 3x4= 9-8-4 I 41 9-6-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) -0.01 7 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.16 Vert(TL) -0.06 6-7 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(TL) 0.01 6 n/a n/a BCDL 5.0 Code IBC2012ITP12007 (Matrix) Weight:47 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 6=420/0-4-0,8=420/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)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. <���0 PROpen Lc,co Nt'(NEF9 X029 870 2PE „ t' N y0"0 ~ OREGON rye 4(/ lOrl j&ER .\\ Q' S A. HELP EXPIRES:06/30/2017 June 29,2016 I i IMr A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 rev.10/0312015 BEFORE USE. /111 Design valid for use only with.MiTekO connectors.This design is based only upon parameters shown,and is for an individual building component.not e a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Greenback Lane fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,058 7777 .89 and ICSI Building Component Suite77 Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 1 Job Truss Truss Type Qty Ply POLYGON R47726769 PL16-296_UPPER F02 Floor 12 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon - 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Jun 29 12:27:0321716-Pegg'I - __ ID:5eV?tdjYilz0X2xysiFDVpzsmUO-5R1?f7xkF_MIzQE?iHoVx?J6AJyhzDgJik6J9z1Ojs I a94 I 2-6-0 I Scale:1/2"=1' 1.5x3 II 4x8= 1.5x3 I I 3x4= 1.5x3 I I 3x5= 1.5x3 I I 1 2 3 4 5 6 7 • o a e 0 B e 11 10 9 I 4x4= 4x8 = 3x8= 3x5= °�1I13-9-4 0.1 13-7-12 I Plate Offsets WO— Ill:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.04 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.26 Vert(TL) -0.09 8-9 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.42 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:67 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=600/0-1-8,11=600/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1028/0,3-4=-1028/0,4-5=1282/0,5-6=-1282/0 BOT CHORD 10.11=0/323,0.10=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. '0 0 PRQ1 5 NAf3INEF'7 i0 29 870 2PE 7 �Aj, OREGO ti Q<V� 9�, AMBER \\ �`S A. HEY` \-4P EXPIRES:06/30/2017 June 29,2016 I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI/-7473 rev.10/032015 BEFORE USE. Design valid for use only with M7eke connectors.This design is based only upon parameters shown,and is for an individual building component,notMill 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' iT " 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/IPll Qually Criteria,DSI-89 and BCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Suite 109 Citrus Heights CA 95610 Job Truss Truss Type Qty Ply POLYGON R47726770 PL16-296_UPPER F03 Floor 22 1 Job Reference(optional) Pacific Lumber&Truss Co:, -Beaverton.Oregon 7.530 S Jul 11 2014 MiTek Industries:Inc...Wed Jun 29 12:27:03 2016 Page 1 D:5eV?tdjYiIz0X2xysi FDVpzsm UO-5R 1?f7xkF_MIzQE?iH o Vx_?J2AJN h_6gJik6J9z1 Ojs I 2-1-4 l 2-6-0 scale=1:26.3 1.5x3 II 4x6= 1.5x3 II 3x4= 1.5x3 II 3x8= 1.5x3 II 1 2 3 4 5 6 7 I'71, i— e C7 4 9 1' l to s 6 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/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.06 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.30 Vert(TL) -0.10 8-9 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.36 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:71 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=659/0-1-8,11=659/0-1-12 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=1418/0,3-4=1418/0,45=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. Coy AGN4- `r , 2 cc" 87022PE -9� \ OREGO4 )QZU� `PO� FM8ER 1\ v OS A- He?, EXPIRES:06/30/2017 June 29,2016 mil— ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M147473 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 M"Tek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualfy Criteria.DSI-89 and BCSI Building Component 7777 Greenback Lane Safely Informatlon available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 I I Job Truss Truss Type Qty Ply POLYGON R47726771 PL16-296_UPPER F04 Floor 6 1 I. Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon - -`. -- 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Jun 29 12:27:04 2016 Page 1 I D:5eV?tdjYilzOX2xysi FD VpzsmUO-Zeb NtTyMOH ucaZpBG?JkTCYUuafNQQ CgYMTgrcz1 Ojr q 2-6-0 I Scale=1:23.2 5x8 = 1.5x3 II 1.5x3 II 3x4 = 1.5x3 II 3x5 = 1.5x3 II 1 2 3 4 5 6 7 7 e11114114111141141411114111414141114111118- — ► e - a 11 10 9 6l) 5x5= 4x8= 3x6= 3x4= 13-1113 -6 o-1 13-4-0 13-2-8 I Plate Offsets(X,Y)— f11:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.04 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.25 Vert(TL) -0.08 8-9 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.43 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:65 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=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=-899/0,3-4=899/0,4-5=1219/0,5-6=1219/0 BOT CHORD 9-10=0/1230,8-9=0/802 WEBS 6-8=-936/0,6-9=0/486,4-10=387/0,2-10=0/855,2-11=-670/0 NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. • �``�ti° P R Of-4. ��5 �cNGjNEF9 /02 87022Pf 14.1 9r - I cv y ....�A), OR GON q, ,IL �O �cM&ER 1,h .O �s A. HO; ‘4P EXPIRES:06/30/2017 June 29,2016 WARNING-Veri ry gn desf paramehvs and READ NOTES ON TN/S AND INCLUDED MTEK REFERENCE PAGE MII-7473 rev.10N32015 BEFORE USE. �� Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual budding component,not1111111 . 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 ek M�T " is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the IXE 1 R fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPIl Quality Criteria,DSI-89 and ICSI Budding Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights CA 95610 Job Truss Truss Type Qty Ply POLYGON R47726772 PL16-296_UPPER F05 Floor Girder 2 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jui 11 2014 Mitek Industries,Inc.Wed Jun 29 1227:04 2016 Page 1 I D:5eV?tdjr9 Iz0X2xysi FD Vpzsm UO-ZebNtTyMOHUcaZpBG?JkTCYO5aa9QNfgYMTgrcz 1 Ojr I 1-10-4 I 2-6-0 I Scale=1:25.7 3x4 II 4x10= 1.5x3 II 3x4= 1.5x3 II 4x10 = 3x4 II 1 12 2 13 3 14 4 15 16 5 17 6 18 19 7 e— m— e e e 0 e e 10 e 9 4x8= 4x12 = 4x10 = 4x10= I 15-1-4 I 15-1-4 Plate Offsets(XX)— 11:Edoe,0-1.81.18:Edoe,0-1-81,111:Edoe,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.55 Vert(LL) -0.10 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.52 Vert(TL) -0.17 9-10 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.60 Horz(TL) 0.04 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:75 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=1230/0-5-8,8=1264/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-13=2473/0,3-13=-2473/0,3-14=2473/0,4-14=-2473/0,4-15=-2617/0,15-16=2617/0,5-16=2617/0, 5-17=-2617/0,6-17=2617/0 BOT CHORD 10-11=0/1465,9-10=0/2841,8-9=0/1808 WEBS 6-8=-2097/0,6-9=0/944,5-9=-306/0,4-9=-262/0,4-10=-429/0,3-10=-345/0,2-10=0/1177,2-11=1857/0 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)192 lb down at 2-3-0,192 lb down at 13-2-8,93 lb down at 1-5-7,88 lb down at 3-0-10,88 lb down at 4-7-13,88 lb down at 6-3-0,88 lb down at 7-10-3,88 lb down at 9-5-6,88 lb down at 11-0-9,and 88 lb down at 12-7-12,and 93 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 !`Q,_D PR OFFS Uniform Loads(11f) ��\�� 0NG(NEE9 W0 Vert:8-11 8,1-7=80 Concentrated Loads(Ib) Vert:6=-88(F)3=88(F)2=192(F)12=93(F)13=-88(F)14=88(F)15=88(F)16=88(F)17=88(F)18=-192(F)19=93(F) . 870 2PE 1 N y SAT OREGON ti�Q�N AP 1,/�'yBER 11 OS A. HE�\•4P EXPIRES:06/30/2017 June 29,2016 I, A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 8(147473 rev.10/032015 BEFORE USE. 11111 Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M"Tek' 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/IPll Quality Crilerla,DSB-B9 and SCSI Building Component 7777 Greenback Lane Safely Information available horn Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON PL16-296_UPPER F06 FLOOR GIRDER 2 1 R47726773 Job Reference(optional)Pacific Lumber&Truss Co., Beaverton,Oregon -- ---. - - 7.530 5.10111 2014 M7ek Industries,Inc.Wed Jun 29 1227:05 2016 Page 1 • ID:5eV?tojYilzOX2xysiFDVpzsmUO-1 g9m4oy_nbcTCjOogigzoP4eN_?J9vDznODDN2z1 Ojq 1-10-4 I 2-6-0 Scale=1:25.7 3x4 II 3x5= 1.5x3 I I 3x4= 1.5x3 II 3x4= 3x4 I I 1 2 3 4 5 6 7 • a ° e e411111e 0 11111 1111111111111111111111114411111111111111111111114141111k - 10111.111 -114111111111P- II' 11111lite a e I. 10 9 3x6 = 3x6= 3x6= 3x6= I 15-1-4 15-1-4 Plate Offsets(X,Y)— f1:Edoe,0-1-81 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (lac) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.13 Vert(LL) -0.04 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.20 Vert(TL) -0.07 8-9 >999 360 BCLL 0.0 Rep Stress Ina NO WB 0.26 Horz(TL) 0.01 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:75 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=408/0-5-8,8=408/0-5-8 Max 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)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. 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. ' -? PROFFss �co NGINEF9 wo 414 2 870 2PE /9r N 7 �-OJ, OREGON cP O4, _ .pO AMBER 1,' Or, A. HECk 0.' EXPIRES:06/30/2017 June 29,2016 I WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEI(REFERENCE PAGE M/47473 rev.10/032015 BEFORE USE. " Design valid for use only with M7ek®connectors.This design is based only upon parameters Shown,and is for an individual building component,not111111 a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quatly Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safely Informafion 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 R47726774 PL16-2%UPPER F07 Floor 4 1 _ Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 Mitek Industries,Inc.Wed Jun 29 1227:05 2016 Page 1 ID:5eV?tdjYilzOX2xysiFDVpzsmUO-1 g9m4oy_nbcTCjOOgiqz0P4ek 1O9zaznODDN2z1Ojq 0-11-4 I 2-9-0 1 1.5x3 II 2 3x4= 3 1.5x3 II Scale=1:11.3 III--T-J KIM 5 =' 3x4= 3x4= 1 11 3-8-4 I 3-6-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) 0.00 5 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.07 Vert(TL) -0.02 4-5 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC20121TPI2007 (Matrix) 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, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=157/0-4-0,5=157/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 870 2P f - �'A. OREGON q�O<U 9C M8ER �� ps, A- HER�P EXPIRES:06/30/2017 June 29,2016 90 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE/011.7473 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 M"Tek' is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualify Criteria,DSI-89 and ICSI Bending Component 7777 Greenback Lane Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Sake 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R47726775 PL16-296_UPPER F08 Floor 14 1 Job Reference(optional) Pacific Lumber&Truss Co„ Beaverton,Oregon - - ' 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Jun 29 12:27:05 2016 Page 1 ID:5eV?tdjYIzoX2xysiFDVpzsmUO-1 g9m4oy_nbcTCjOOgigz0P4dC_2z9zRznODDN2z1 Ojq 2-6-0 0-11-12 I I 0-6-12 4v4I= 1 1.5x3 II 2 3x4 = 3 3x4 II q Scale=1:11.2 • e 7 5 1.5x3 I I 3x4= 4x6 = 3-10-4 I 3-7-4 *-1? I 4-64 3-7-4 1-8 0-8-4 0-1-8 Plate Offsets(X.Y)— 14:0-1-8,Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.21 Vert(LL) 0.00 7 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.06 Vert(TL) -0.01 6-7 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.05 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:28 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 4-6-8 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 7=128/Mechanical,6=385/0-6-0 Max Gray 7=152(LC 3),6=385(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)125 lb down at 4-5-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:5-7=8,1-4=80 ,c7,Ep P R Opt Concentrated Vert:4O125(F)ds ) ����NGINEK-�'/O29 87022PE u2, OREG•N ti9 o(U cFM BER \' OS A. NEVI` EXPIRES:06/30/2017 June 29,2016 � I AWARN/NG-Verify design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with M7ek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the e n fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Qualify Criteria,DSII-89 and BCSI Building Component 7777 Greenback Lane Safety Informalon available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Carus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R47726776 PL16-296_UPPER F09 Floor 15 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon - - - ' 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Jun 29 1227:05 2016 Page 1 •- --ID:SeV?tdjYIz0X2xysiFDVpzsmUO-1g9m4oy_nbcTCjOOgigz0P4dH_2g9zMznODDN2z10jq I 2-6-0 I 0-5-12 I I 0-6-12 4x41= '11.5x3 II 2 4x4= 3 3x4 II 4 Scale=1:11.3 J ..\ r' 1 - • 2 7 S 5 1.5x3 II 3x4= 4x6= 34-4 3-14 1{ 4-0-8 1 3-1-4 i4 1 0-8-4 0-1-B Plate Offsets(X,Y)— 14:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) 0.00 7 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.04 Vert(TL) -0.01 6-7 >999 360 BCLL 0.0 Rep Stress Ina NO WB 0.06 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) 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, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 7=102/Mechanical,6=368/0-6-0 Max Gray 7=129(LC 3),6=368(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)125 lb down at 3-11-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) �d P R QF Vert:5-7=-8,1-4=-80 Concent Vert:4rated �125(F)) ��C3 GINE `r/O2 8/�70022PE 9r' d5��2 a H -7 �A?, OREGO ti� 9O AMBER \� �O On A. HEPt 4 EXPIRES:06/30/2017 June 29,2016 1 I r AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI1-7473 rev.10/032015 BEFORE USE. . Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual bulding 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/TPI1 Quality Criteria,DSB-89 and BCS!Building Component 7777 Greenback Lane Safety Informaion available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R47726777 PL16-296_UPPER F10 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon - - _ 7.530 s Jul 11 2014 MTek Industries,Inc.Wed Jun 29 1227:06 2016 Page 1 - ID:5eV?tdjYIz0X2xysiFD VpzsmUO-V0j818zdYvkKgtzaNQMCYddpSNOxuQh70gymwUzl Ojp 1 0-5-4 1 2-6-0 I 1 1.5x3 II 2 4x4 = 31.5x3 I I Scale=1:11.3 J 2, ,...° / 5 4x4= 3x4= r1: 3-2-4 I 1- 3-0-12 Plate Offsets(X,Y)— 15:Edcre.0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) 0.00 5 "*** 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.05 Vert(TL) -0.01 4-5 >999 360 BCLL 0.0 Rep Stress Inc: YES WB 0.05 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:18 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-2-4 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=135/0-4-0,5=135/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ,,<0��NGNEFR `r/0 2 Lf 87022PE 9� co/N.x(„46 .4.A.8 5. �Aj, OREGO tiz O4ti 'AOn AMBER 1'' 7 OS A. HE?` EXPIRES:06/30/2017 June 29,2016 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI47473 rev.10/0312015 BEFORE USE. ' Design valid for use only with MiTek®connectors:This design is based only upon parameters shown,and is for an individual bufding 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 k° MTe is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 1 R fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/fPl1 Quality Criteria,DSS-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Suite 109 Citrus Heiohts.CA 95610 Job Truss Truss Type Qty Ply POLYGON R47726778 PL16-296_UPPER F11 Floor 33 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon - - - • 7.530 s Jul 11 2014 MTek Industries,Inc.Wed Jun 29 1227:06 2016 Page 1 I D:5eV7tdjY Iz0X2xysi F DVpzsm UO-V 0j818zdYvkKgtzaNQ M CYddpl N K9uLj7OgymwUz1 Ojp I 1-11-4 I 2-6-0 Scale=1:26.0 1.5x3 II 4x6= 1.5x3 I I 3x4 = 1.5x3 I I 3x6= 1.5x3 II 1 2 3 4 5 6 7 e- e i ..z7 0 ab e e ,g��jy 1. 1 10 e 9 8L� 3x5= 4x8= 3x8= 3x5= 0.118 1411-4 I 0.'I-8 14-9-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.06 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.29 Vert(TL) -0.10 8-9 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.37 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:71 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=651/0-1-8,11=651/0-1-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1369/0,3.4=1369/0,4-5=-1452/0,5-6=1452/0 BOT CHORD 10-11=0/748,9-10=0/1583,8-9=0/919 WEBS 6-8=-1072/0,6-9=0/622,2-10=0/725,2-11=945/0 NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8,11. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. �Rd P R OFFS ��(`�� (c, NEER s/o* 87022PE yN N tv �'o), OREG•N ti�OAU 'AOn AMBER \1 ps A. HECk EXPIRES:06/30/2017 June 29,2016 I , ®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 Mirek&connectors.This design is based only upon parameters shown,and is for an individual building component,not ` a truss system.Before use,the building designer must 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 MI1ele is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the �w� fabrication,storage,delivery.erection and bracing of trusses and truss systems,see ANSI/0I1 Qualify Crteria,D58-89 and ICSI loading Component 7777 Greenback Lane Safety Infermafion 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 847726779 PL16-296_UPPER F12 Floor 24 1 Job Reference(optional) _ Pacific Lumber&Truss Co., Beaverton.Oregon -- 7.530 s Jul 11 2014 MTek Industries,Inc. 2 Wed Jun 29 1 ??:O6 2418 Pagel I D:SeV?tdjY Iz0X2xysi FD V pzsmU O-VOj818zdhvkKgtaN Q MCYddpRNMpuMr7ogymwUzl Ojp 1 0-140 H I 2-6-0 1 Scale=1:19.7 1.5x3 I I 304 = 1.5x3 II 3x4= 1.5x3 II 1 4x4= 2 3 q 5 6 e _ QL ,_ \o 0 eo s 1 /\ 9 8 7k 4x5= 1.5x3 II 3x5= 3x4 = I 11-40 11-40 Plate Offsets(X,Y)— 11:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.02 8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.19 Vert(TL) -0.07 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.30 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight 56 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10=493/0-4-0,7=493/0-1-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-10=501/0,1-2=309/0,2-3=309/0,3-4=-927/0,4-5=927/0 BOT CHORD 8-9=0/795,7-8=0/656 WEBS 5-7=-766/0,5-8=0/315,3-9=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. <<: PRQp 5 NG)N -.,..,'7 F'7 /o2 `C 8 s 2PE f CV ?' NEAT y OREGO ct)At/ 9SC,Octij$ER 'V1 S A. HE \4P EXPIRES:06/30/2017 June 29,2016 4 4 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI47473 rev.10/032015 BEFORE USE. Design valid for use only with M7elc®connectors.This design is based only upon parameters shown,and is for an individual building component,not e a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the IYl R fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/4811 Quality Criteria,DS11-89 and BCSI Building Component 7777 Greenback Lane Safely Informalion available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R47726780 PL16-296_UPPER F13 FLOOR GIRDER 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon .. __ - -._ 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Jun 29 12:27:07 2016 Page 1 lD:5eV?tdjY1z0X2xysiFDVpzsmUO-zDHWVU_FJCtBS1Ymx7tR5gA_OndgdgtGEKiKSxzlOjo 1 1-2-12 1 1-10.0 I I 1-8-8 I Scale=1:25.4 3x4 I I 6x12= 3x4 I I 3x4= 1.5x3 I I 3x4= 1.5x3 II 4x8= 3x4 I I 1 2 3 4 5 6 7 8 9 • • • ®/ NNNN• oNe • N— ; e y e 13 • 12 11 5x6= 6x16= 3x5= 4x10= 4x6= I 14-11-4 I 14-11-4 Plate Offsets(X,Y)— f1:Edoe,0-1-81,f10:Edae,0-1-81,f14:Edae,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.16 Vert(LL) -0.08 12 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.46 Vert(TL) -0.13 12-13 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.89 Horz(TL) 0.04 10 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) 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, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(tlat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=1285/0-5-8,10=832/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2457/0,3-4=-2458/0,4-5=2473/0,5-6=-2473/0,6-7=1673/0,7-8=1673/0 BOT CHORD 13-14=0/1086,12-13=0/2559,11-12=0/2168,10-11=0/960 WEBS 8-10=1222/0,8-11=0/920,6-11=-638/0,6-12=0/393,3-13=967/0,2-13=0/1745,2-14=-1646/0 NOTES- 1)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 2)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)825 lb down at 3-6-0 on top chord. The design/selection of such connection device(s)is the responsibility of others. 3)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:10-14=-8,1-9=-80 Concentrated Loads(Ib) ��0D P R Opt Vert:3 825(F) ���\�� ��G(NE�R s/o2�f 870 2PE WOREGN N CCNA), rye IL I pO 4/BER \\ � OSA. HE?' EXPIRES:06/30/2017 June 29,2016 7 N ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/13/2015 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 verity 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 MiTTrk' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available horn Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights CA 95610 Job Truss Truss Type Qty Ply POLYGON R47726781 PL16-296_UPPER F14 FLOOR GIRDER 3 1 Job Reference Motional) Pacific Lumber& r >Cc.; Beaverton,Oregon - 7.530 s Jul 11 2014 MiTek Indusl:ef,-ful:r1 st Jun231227.-.07 2016 Page 1 _- - ID:SeV?tdjYilz0X2xysiFDVpzsmUO-zDHWVU_FJCtBS1Ymx7tR5gAxCnfcdmzGEKiKSxz1Ojo I 1-8-4 I 2-6-0 I Scale=1:25.4 3x4 I I 4x8= 1.5x3 II 3x4= 1.5x3 II 4x8= 3x4 II 1 12 2 13 14 3 15 4 16 5 17 6 18 7 e e ab q' ° o r - - ♦ 10 g 4x6= 4x10= 4x8= 4x6= I 14-11-4 1411-4 Plate Offsets(X,V)- f1:Edge,0-1-81,f8:Edge,0-1-81 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.37 Vert(LL) -0.07 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.37 Vert(TL) -0.12 9-10 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.50 Horz(TL) 0.03 8 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:74 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=868/0-5-8,8=833/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-13=-1756/0,13-14=1756/0,3-14=-1756/0,3-15=-1756/0,4-15=-1756/0,4-16=1867/0,5-16=1867/0, 5-17=1867/0,6-17=-1867/0 BOT CHORD 10-11=0/919,9-10=0/2040,8-9=0/1245 WEBS 6-8=-1444/0,6-9=0/725,4-10=331/0,3-10=308/0,2-10=0/978,2-11=-1206/0 NOTES- 1)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 2)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)129 lb down at 3-11-8,129 lb down at 13-3-0,95 lb down at 0-8-9,95 lb down at 2-3-12,89 lb down at 5-6-2,89 lb down at 7-1-5,89 lb down at 8-8-8,and 89 lb down at 103-11,and 89 lb down at 11-10-14 on top chord. The design/selection of such connection device(s)is the responsibility of others. 3)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) D P R 0E F fiVert:8-11=-5,1a=50 '<<Y°- 0_0 Loads(Ib) GE C� R �Vert:6=-89(F)4=89(F)12=-95(F)13=95(F)14=-129(F)15=-89(F)16=89(F)17=-89(F)18=129(F) �? 9 870 2PE r" N 5. rN 7 �'0�, OREG N cP 40 9Or, '4,/SER \1 r S A- HO; EXPIRES:06/30/2017 June 29,2016 I r_e. 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 Wag/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 k M��� " -- _ is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the MiTek' _ fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/T111 Qualify Criteria,DSI-89 and ICSI Building Component' 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R47726782 PL16-296_UPPER F15 Floor 3 1 Job Reference(_pptlona0 Pacific Lumber&Truss Co., Beaverton,Oregon - - - 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Jun 29 12:27:07 2016 Page 1 ID:5eV?tdjYIz0X2xysiFDVpzsmUO-zDHWVU_FJCtBS1Ymx7tR5gA CniXdr6GEKiKSxz1Ojo I 1-5-12 I 2-6-0 Scale=1:17.6 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 II 1 2 3 4 5 8 e 7 3x5= 3x4= 3x4= 00 1 11. 9-4-4 I 9-2-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) -0.01 7 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.15 Vert(TL) -0.07 6-7 >999 360 BCLL 0.0 Rep Stress Incl YES WB 0.17 Horz(TL) 0.01 6 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) 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, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 6=406/0-4-0,8=406/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=639/0,34=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. �C,k,1/4ED PRQFE ScJ ci \ ,,„. '7o2 144 c87022PE 9. N� H y ^0), OREGv ti �O AER \1 O ps MBA. H - EXPIRES:06/30/2017 June 29,2016 t I ith— ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 111.7473 rev.10/0312015 BEFORE USE. + Design valid for use only with MCek®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 o to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek" is always required for stability and to prevent colapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of tenses and truss systems.see ANSI/TPI1 Gadfly Criteria,DSB-89 and BCSI Banding Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 • Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 13/" Center plate on joint unless x,y p 4 (Drawings not to scale) offsets are indicated. Damage or Personal Injury rm� Dimensions are in ft-in-sixteenths. 1114•16,_ 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 orX-bracing,is always required. See BCSI. 0 1/�6„ 2. Truss a widebracingtrussspacingmust,beindividualdesignedlateralby bracesnengineer.themselvesForp may require bracing,or alternative Tor I O 1111111111116 pbracing should be considered. 11_� 3. er ed desn ding shownand never aL) O stack materials onethe inadequately braced trusses. 4. ProvideNevexcecopies of this truss igdesignloato the building For 4 x 2 orientation,locate c�8 C6-7cs s 0 designer,erection supervisor,property owner and plates 0 'nd' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from "Plate location details available in MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR 1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR 1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that 41011111""P ! Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. ........• 15.Connections not shown are the responsibility of others. Indicates location where bearings (supports)occur. Icons vary t 16. not cut or alter truss member or plate without prior aapproval of an engineer. NMI ©2012 MiTek®All Rights Reserved p reaction section indicates joint ® number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. M411 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(frontback,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, F/I illee 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.10/03/2015 MiTek6 MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: RT ENGLISH STEP 5 PLEX 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: K2133024 thru K2133074 My license renewal date for the state of Oregon is June 30,2017. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. <<-1' PR op ‘AGI NE�cR /02 87022PE 9r N cIN"c>, OREGON q5 4 Y 0`SA. HEF° . . : s. vJ1 July 5,2016 Hernandez,Marcos IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdictions(s)identified and that the designs comply with ANSUTPI 1.These designs are based upon parameters shown(e.g.,loads,supports,dimensions,shapes and design codes),which were given to MiTek.Any project specific information included is for MiTek's customer's file reference purpose only,and was not taken into account in the preparation of these designs.MiTek has not independently verified the applicability of the design parameters or the designs for any particular building.Before use,the building designer should verify applicability of the design parameters and properly incorporate these designs into the overall building design per ANSUTPI 1,Chapter 2. This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" ICOND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1fiBTR 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. DON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF Wind: 190 mph, h=21.7ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 45.0 PSF load duration factor=1.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 5-00 5-00 1 T '1 12 12 I IM-4x4 12.00 177 3 N 12.00 Ak,dIllL, 0 O 1 M-3x4 M-3x4 y y y y k 1-00 10-00 1-0o � ` `_ �NGNE,4/O2- v'VQ 87022PE r" JOB NAME : RT ENGLISH STEP 5 PLEX — Al Scale: 0.9072 N WARNINGS: GENERAL NOTES, unless otherwise noted: ^� t.Builder and erection contractor should be advised of al General Notes 7.This design is based only upon the parameters shown and la for an Individual y °" > �OREGO ", O'4/ Truss: A l and Warning.before construction commence.. Wilding component.mAppent is t y of design parameters and proper •�� /�$ �{ 1� R� 2.2x4 compression web bracing mutt be InataiNd where Moven•. incorporation of component k the responsibility of the building designer, 3.Additional temporary bracing to insure stability during construction 2.Design aewmee the top end bottom choass braced la be IeterolN breced et O Is me retponabilry orthe erector.AaeNbna M bracing of z°.c..nd.t irr a.a.roepearveN unless ethin throughout seek lengln by S - permanent continuous sheathing coon es pNwood Meath ing(TC)andfor drywall(BC). A. Ll E� DATE: 7/1/2016 the°venal structure N the reeponablity or the building designer. 3.2x Impact bridging or lateral bracing required where Mow"•• ri SEQ.: 213 3 0 2 4 4.Ne bad should be applied to any component until ager all bracing and 4.Installation of Inns Is the reaponablity of the respective contractor. fasteners are complete and et m time should any loads greeter than 5.Design assumes Misses aro to be used Ina mncorroeve environment, TRANS ID: LINK design beds be applied to any component. endercfer•mesNry bearing at 5.CompuTrus has no control over and assumes no responsibility for the 8.De eg assumes NA beefing et ail supports shown.Shim or wedge if EXPIRES:06/30/2017 Y, t febrlceted handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. July 5,20 16 8.This design is furnished subject b as the limitations set forth by 8.Mates Mal be bailed on both faces of W ,and placed w their center TPI WTCA in SCSI,copies of which v41 be furnished upon request. Anes coincide with joint center lines. 8,Digits Indicate alae of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-E to.For basis connector plate design values see ESR-7311.ESR-7 W8(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 1.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 89 2- 9=(-124) 543 3- 9=(-236) 225 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND 2- 3=(-811) 223 7- 8=( 0) 0 8- 9=( 0) 65 3- 4=(-633) 240 8-10=( 0) 5 9- 9=(-226) 496 LOADING 4- 5=(-647) 255 10- 6=( -81) 513 9-10=( -80) 527 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-857) 179 9- 5=(-282) 207 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 10- 5=( -40) 130 OVERHANGS: 12.0" 0.0" TOTAL LOAD = 95.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -123/ 897V -223/ 236H 5.50" 1.43 KDDF ( 625) M-1.5x9 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 17'- 1.0" -119/ 76BV 0/ OH 5.50" 1.23 KDDF ( 625) vertical members (lion). REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" 7-11-02 9-01-14 MAX LL DEFL = 0,014" @ 7'- 11.1" Allowed = 0.539" T '( I MAX BC PANEL TL DEFL = -0.105" @ 4'- 2.3" Allowed = 0.479" 4-00-05 3-10-13 4-03-09 4-10-05 f ff ,r MAX HORIZ. LL DEFL = -0.008" @ 16'- 7.5" 12 12 MAX HORIZ. TL DEFL = 0.013" @ 16'- 7.5" M-4x6 12.00 17 \I 12.00 4 4.0" Design conforms to main windforce-resisting M-3x5 '. M-3x5 system and components and cladding criteria. ` Wind: 140 : d? :i:: 66:oRAS ;UJZ ph, russ only. M-3x5 3 it\ 111100,\M-3x4 \ Truss designed for 9x2 outl oo ire rs. 2x9 let-ins of the same size and grade as structural top chord. Insure tight fit at each end of let-in. M-1.5x9 Outlookers must be cut with care and are permissible at inlet board areas only. rn M-3r 41 � N 0 ^�T 1 M-3x4rro 0 0 7B M-1.5x3 M-3x4 M-3x4 **6 0 0 M-5x8 l l l l 7-11-02 4-03-09 4-10-05 l l y y 1-00 7-07 9-06 ���EQ PRQFFss J• yy y 7-09-06 0-02-06 9-03-10 y SCJ NGINE Lc /p 17-01 krC� 'L �- 87022PE if... JOB NAME : RT ENGLISH STEP 5 PLEX - B1 Scale: 0.2074 (1).. ..4.-.V w. WARNINGS: GENERAL NOTES, union otherwise noted: /e. 'V Truss: B 1 Builder and erection contractor should be edvleed of a8 General Notes I.This design is based only upon the parameters shown and is loran IntlN dual -�y SOT OREGON Ro kr end Warning.before cansn,dbn commences. building component.Applicability of design parameters and proper . O 2.2.4 compression nab bredng must be Installed where shown*. Incorporation of component Is IM reepand,to of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design aeaumea the top and bottom chords io ba leteralty bread al �� �'V/a^ C 1� `N `"� lathe respundbEty of the erector.Additional permanent bract f T o.e,and of td o.c.reepectNety unlace braced throughout melt length by C i� 7/1/2 016 the overall structure is Mere o continuous sheathing such n ptywwotl sheathing(TC)and/or tlrywaA(BC). Ots HE-- DATE: ` epondbrtty of the building designer. 3.2x Impact bridging or lateral bredng required where shown**SEQ.: K2 13 3 0 2 5 4.No road should be applied to any component until ager ail bracing and 4. stegegon abyss N the responsibility of tit respective centred), fasteners are compDesign and at no time should any loads greater then B. swum..busses ere to be used In a non-corrosNe environment, TRANS ID: LINK design bads be applied to any component. and are rot'Wry condition'.of use. 5.CompuTue has no control over and assumes no responsibility for the 6.Design assumes full bearing at al supports sheen.Shim en wedge if EXPIRES:06/30/2017 fabrication,hendling,shipment end installation el components. .....y. 7.Desig6.This design a furnishedeubjed to the limitations eel forth by 8.Plaesnshag be leesassumes ted on beth faces lar tequate drainage isem s,and placed so their center July 5,2016 TPIMRCA In BCSI,copies of which will be furnished upon request. Ines coincide with joint center lines. MITek USA,Inc./CompuTru6 Software 7.6.7(1 L}E 9.Digits indicate sin of plate in Inches. in.For basic connector plate design values see ESR-1311,ESR-7B88(Mack) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 1.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cil=1.00 TC: 2x9 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2- 9=(-124) 593 3- 9=(-236) 225 BC: 2x9 KDDF p16BTR SPACED 24.0" O.C. 2- 3=(-811) 223 7- 8=( 0) 0 8- 9=( 0) 65 3- 4=(-633) 240 8-10=( 0) 5 9- 4=(-226) 996 WEBS: 2x9 KDDF STAND LOADING 9- 5=(-697) 255 10- 6=( -81) 513 9-10=( -80) 527 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-857) 179 9- 5=(-2B2) 207 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 10- 5=( -90) 130 TOTAL LOAD = 95.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) L0-TIONS REACTIONS 3/ACTIONS 55E 1 (FP 25) 0'- 0.0" -123/ 897V -223/ 236H 5..50" 1..9343 ( 625)KDDF 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 17'- 1.0" -119/ 768V 0/ OH 5.50" 1.23 KDDF ( 625) .. For hanger specs. - See approved plans REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" MAX LL DEFL = 0.019" @ 7'- 11.1" Allowed = 0.539" 7-11-02 . 9-01-14 T MAX BC PANEL TL DEFL = -0.105" @ 4'- 2.3" Allowed = 0.474" 4-00-05 3-10-13 4-03-09 4-10-05 MAX HORIZ. LL DEFL = -0.008" @ 16'- 7.5" 4 f 1' 1' f MAX HORIZ. TL DEFL = 0.013" @ 16'- 7.5" 12 12 M-4x6 12.00 V 12.00 Design conforms to main windforce-resisting q,Q" system and components and cladding criteria. IN n Wind: 140 mph, h=24.9ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), \` load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-1.5x3 3 M-3x9 rl O I rw !Qi of M-3x4 N 9 1`;, Mo o - e 10 ..6 0 M-1.5x3 M-3x4 M-3x4 1 M-5x8 7-11-02 4-03-09 4-10-05 k y l l 1-00 7-07 9-06 ����[} P R QF�ScS' y ) )4.7-09=06 0-02-06 9-03-10 �Gj• �C•••• FR /,, l l 17-01 c' 870 2PE r- ie JOB NAME : RT ENGLISH STEP 5 PLEX - B2 ' Scale: 0.2079 �e N� �n rt, „std./ W.Builder GENERAL is NOTES, unless otherwise mete: 7 -off, OREGO "V,Qv 7.Bolster end erection contractor shout be ativhed oral General Nates I.This design b based only upon Sr.parameters shover and is ler an individual Truss: B 2 and Wan Ingo before construction commences. bullring component.ponent Is the or design parameters end proper .511 o $ 13 E IR A♦ _, 2.2x4 compression web bracing mud be Installed where shown.. incorporation of component k the roapondbglty or the building designer. ` `\ `'+ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap she bottom chords to les lalerelty Oroptl et O is the ro nstbBty of IM erector.Additional permanent bracing of 2 e.o.and et 10'o.o.respectNely unless braced throughout their length by S apo perm+ continuous stroathing such as plywood sheething(TC)and/or drywall(BC). /q He. DATE: 7/1/2016 the overall dmduro is the responsibility of the building designer. 3.20 Impact bridging or lateral bradng required where shown+ 4.No bad should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility or the respectNe contractor.SEQ.: K213 3 0 2 6 fasteners are compete and at no time should any loads greater than N.Design assumes trusses are to be used Ina non-corroewe environment, and are for"dry condition"or use. TRANS I D: LINK dellen leads he applied to any component.6.CompuTrus hes no control over and assumes no responsibility for the 8.Design "es full bearing M a8 supports shown.Shim or wedge If EXPIRES:06/30/2017 rebrioatbn,handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. July 5,20 16 8.This design is furnished sub)ed to the limitations set forth by 8.Plates Mal be located on both Rosso(truss,and placed so their center TPBWTCA in BCNI,copies of which will be Nmhhed upon request. lines eidHS(sieerine., N.Digits indicate plateinches. line MITek USA Inc./CompuTrus Software 7.6.7(1L)-E 10.For bask tormentor plate deelgn values see EBR-1311,ENR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 18-11-08 GIRDER SUPPORTING 20-11-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-5378) 876 1- 8=(-590) 3520 8- 2=( -278) 1936 5-13=(-2100) 358 BC: 2x6 KDDF #1&BTR 2- 3=(-3860) 730 8-11=(-588) 3500 2-11=(-1258) 312 13- 6=1 -708) 4420 WEBS: 2x4 KDDF #1&BTR; LOADING 3- 4=(-3890) 734 9-10=( 0) 0 10-11=( -90) 628 14- 6=( -212) 1354 2x6 KDDF STAND A LL = 25 PSF Ground Snow (Pg) 4- 5=(-5312) 919 10-12=) -2) 29 11- 3=( -969) 5090 6-15=(-5598) 918 TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 18'- 11.5" V 5- 6=(-5780) 968 12-13=(-944) 6014 11-4=(-1808) 429 15- 7=( -58) 22 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 236.5)+DL) 209.21= 445.6 PLF 0'- 0.0" TO 18'- 11.5" V 6- 7-) -94) 54 13-14=(-440) 2882 11-12=( -569) 3920 BC LATERAL SUPPORT <= 12"OC. VON. 14-15=(-940) 2882 4-12-( -386) 2242 ADDL: BC CONC LL+DL= 547.0 LBS @ 17'- 1.0" 12- 5=(-2992) 528 J� LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Attachc2mPlete trusses required. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ply with 3"x.131 DIA GUN REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ. nails staggered: (SPECIES) XX(/�/ 0'- 0.0" -812/ 5344V -203/ 2529 5.50" 7.96 KDDF ( 625) 9" oc in 1 row(s) throughout 2x9 top chords, BOTTOM CHORD CHECKED FOR LOADS ACT LIVE LOAD. TOP 18'- 11.5" -873/ 5399V 0/ OH 5.50" 8.55 KDDF ( 625) 9" oc in 2 row(s) throughout 2x6 bottom chords, AND BOTTOM CHORD LIVE NON-CONCURRENTLY. 9" oc in 1 row(s) throughout 2x9 webs. IC OND. 2: Design checked fox net(-7 psf) uplift at 24 "oc spacing. 7-11-02 6-07 9-05-06 f ,r VERTICAL DEFLECTION LIMITS: LL=L/360, TL-L/240 4-03-01 3-08-01 3-02-10 3-04-06 2-06-19 1-10-OQ MAX LL DEFL = -0.064" @ 11'- 3.5" Allowed = 0.601" MAX TL CREEP DEFL = -0.146" @ 11'- 3.5" Allowed = 0.902" f f 12 12 MAX HORIZ. LL DEFL = 0.016" @ 18'- 8.0" M-9X6 MAX HORIZ. TL DEFL = 0.029" @ 18'- 8.0" 12.00 7 7]12.00 9,0" 3 Design conforms to main windforce-resisting i system and components and cladding criteria. rr Wind: 190 mph, h=23.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, M-3X5 Truss designed for wind loads M-3X5 in the plane of the truss only. 2 , M-5x 6 M-1, 5x3 M-9x10 6 7 M-5x10 „ IL r `, • m A Ii 8 o M-3x6 i 11 \�Ai l ,cg y 910 12 13 14 15 M-1^5x3 M-4x10 M-9x6 M-3x8 M-7x8 M-4x6 y y y y ), *597# , 9-01-05 3-09-13 3-09-06 3-06-02 2-03-06 1-10-08 l ,I, 7-07 11-09-08 ` GJ�< 5 pROFF Stl )4, y 7-09-06 0-02-06 11=02-02 .,‘..461N4-6, NGIN -6, yOl y � 2-)f.,.... 18-11-08 � 'Q870 2PE r JOB NAME : RT ENGLISH STEP 5 PLEX - BGIRD Scale: 0.2138 WARNINGS: GENERAL NOTES, unleoothen.,"noted: N 1� Truss: BGIRD 1.Builder and erection contractor should be advised oral General Notes 1.This design h based only upon til parameters shownend h for an Individual �'�y CI\O OR EG N �� �� and Wamings before construction commences. bulling wamponent.Applieebllfy or design parameters and proper 7 2.281 compression web bracing mull be I teBed where ahovm i. Incorporation of component Is Me responsibility of the building designer, � Q �A IS E R �♦` `4 3.Additional temporary bracing to hours stability during construction 2.Destpn assumes the tap and bottom choMeta be latently braced at 'y' `'tel Ie Me responmbilly of Me erector,Additional permanent bracing of 2co'n.c.and at 10'o.C.respectively anises braced throughout Ihek lengthO5p)B by DATE: 7/1/2016 the overall structure Is Me ro alba impact ridging or such as plywood air a where s and/or arywal(BC). -4. H��� epon py of the bidding designer. 3.Zx Impact hritlgmp or lateral pe cHIrequired where shown i.t+ SEQ. : K213 3 0 2 7 4.No bad should be applied to any component until aper all bracing and 4.Installation of truss Is the responsibility of the reaped"contractor. fasteners are complete and at no time should any loads greater than 5.DeNen assumes trusses are to be used in a noncorrosive environment, TRANS I D: LINK design loads be applied b any component. and are for"dry condition.cruse. 5.Compalroe has no control over and assumes no responsibility for the 8.Design assumes full bearing at al support.shown.Shim or weeps if EXPIRES:06/30/2017 fabrication,handling,ehipment and installation of components. necesxry. 7.Peapn assumes lthloctadequate beth Page Is provided. and 5,2016 6.This design b furnished subject to the limitations sat forth by S.Plates shat be boated on both faces of trues, places no Mak center TPVWrCA In SCSI,copies of which will be(wished upon request. Ines"Models"joint center line. MiTek USA,Inc./CampuTruc Software 7.6.7(114-E 9.Digits indicate are of plate In inches. 10.For bask connector plate design values sea E8R-1311,EBR-1988(MITak) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 6.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-126) 112 1-9=(-43) 98 2-4=(-149) 195 BC: 2x8 KDDF #14BTR SPACED 29.0" O.C. 2-3=( -16) 8 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 POP 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 PSF 0'- 0.0" -57/ 975V -45/ 87H 5.50" 0.76 KDDF ( 625) 3'- 6.0" -109/ 557V 0/ OH 5.50" 0.89 KDDF ( 625) t* For hanger specs. - See approved plans LL = 25 POP Ground Snow (Pg) ADDL: BC CONC LL+DL= 717.0 LBS @ 2'- 0.0" SINGLE MEMBER AS SHOWN. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. 2012 NOT BEING MET REQUIREMENTS OF IBC 2012 AND INC HANGERS ATTACHED TO BOTTOM CHORD VERTICAL DEFLECTION LIMITS: LL=L/360, TL-L/290 WILL HAVE 1.5"MAX.NAIL PENETRATION. BOTTOM CHORD CHECKED FOR LOPSF LIVE LOAD. TOP MAX TC PANEL LL DEFL = 0.009" @ 1'- 9.3" Allowed = 0.186" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX BC PANEL TL DEFL = -0.018" @ 1'- 11.2" Allowed = 0.149" MAX HORIZ. LL DEFL = 0.000" @ 3'- 2.2" MAX HORR. TL DEFL = 0.000" @ 3'- 2.2" 3-02-04 0-03-12 f 1' { Design conforms to main windforce-resisting system and components and cladding criteria. 12 9.00 Wind: 190 mph, h=20.5ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, M-1.5x3 3 -I Truss designed for wind loads 2 in the plane of the truss only. j N O O C3 1 I o .-1 I IF-2A111.1111111 1 1 1►� 4 o M-3x4 M-3x8 l +717# ,, l 3-02-04 0-03-12 yy 3-06 ���ED R POF",, 0.61 870 2PE r r- •JOB NAME : RT ENGLISH STEP 5 PLEX - CGIRD Scale: 0.5225 / CP CV i N WARNINGS: GENERAL NOTES, oda aathaa , na noted: 7 -oi, OREGO rp Ow 1.Bulltler end erection contractor eM,dd be advised of el General Notes 1.This design Is load only upon the parameter.shown end N for en Individual Truss: CGIRD end Warnings b.rore construction commences. buildiincorporation component.Campo plailey the rewNgn perimeters aid proper '5) S./14 1� P� 2.2e4 aomprosslon web bracing must be Installed where Moven*. IDesign assu of component b the m chord. to of the building designer. 3.Additional temporary bowing to Insure Wdpy during consir ictlon 2.Design assumes the top•M bottom chortle la be laterally braced el O _` Is the responsibility of the"tactor.Additional rent boodnp of T o.c.end at 10'a.c.respectively unless br.utl throughout iMb length by S `V perm. continuous sheathing such as plywood eheething(TC)eMbr drywel(BC). A, HER DATE: 7/1/2016 the overall structure is the roeponeiblly of the building designer. 3.20 Impact bridging or lateral bracing required where shown* 4.No lead should be applied to any component until after all bracing end 4.instelatlon of inns Is the responsibility of the respective centrodor. SEQ.: K213 3 0 2 8 fastener.are compete and at no time should any loads greater then 5.Design assumes trusses are to be 0ted in•noncnrr.ae environment, .b,nycomponent. and ere for"dry condition*ofuse. design be.ppb TRANS ID: LINK B.DesgnassumesANbearingatalsupportsshown.Shim orwedgeit EXPIRES:06/30/2017 5.GomWTrus has no control over and assumes no ro"pane lett for the neaaary. fabrication,handling.shipment end me elb8an of components. 7.Design,samst adequate drainage Is provided. July 5,2016 8.Thio design is fumhgud subject to the Imitations set forth by 8.Plebs shel be Witted on both laces of Was,end placed so their center TP6WFCA In SCSI.copies of Witch all be furnished upon request. g In..oincidde ahs of plat int terllichines. DigitMITek USA,Inc./CompuTrus Software 7.6.7(11-E to.Far leek connector plate design vatuee see ESR-13t1.ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 21'— 2.0" 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. Design 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: 140 mph, h=24.2ft, 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), TOTAL LOAD = 45.0 PIF load duration factor=1.6, Unbalanced live loads have been End vertical(s) are exposed to wind, considered for this design. LL = 25 PIF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. " For hanger specs. — See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 11-07-11 9-06-05 T T 21-02 1 ' 12 9.00 7 I IM-4x4 12 2 9.00 NM I o _.__������� t 1 I'I ** N �� I p 4 6 ,-i J. 1-00 L J. 6-11-08 )' 14-02-08 y Q PROF p,& 'ss y 21 -02 y �C?�5 ��.IGINEFR /O2 9r 870 2PE JOB NAME : RT ENGLISH STEP 5 PLEX - D1 Scale: 0.2473 % / ''• WARNINGS: O.TERAINOTEb, uNaupon the parameters OREGO O�'Y Truss: D 1Iend W and s before construction on old be advised of al General Notes but design is based only p Applicability the parameters mown and Is for an individual �O (fid ash Warnings baba wnsWctlon ammewas, hoorpoling wmpof c mA neat is of design parameters end proper -W 2.2x4 compression web bracing must be Installed where shown+. mwrponibn of component Is int raepantlblMy of the bWlMmg designer. ��+• 3.Additional temporary bracing to Insure atsbilpy during construction 2 Design assumes the lop and bottom dards to be laterally braced at '51 �'✓/�C R 1'� lame responsibility of the erector.AddMbnel permanent bracing of 2 a.c.and at 10'o.c.napeclMly unless braced throughout their length by O('� `� DATE: 7/1/2016 the overall structure Is me respontlbMlty of the building designer. oonllnuoue sheathing touch es plywood sheething(IC)and/or drywaA(Bc). V .4, H C?, ng3.2i Impact bridging or lateral bracing required where Mown++ f t L� SEQ.: 213 3 0 2 9 4.No toad should be applied to any component until after all bracing and 4.Installation of buss is the responsibility of the respectNe contractor. fasteners are complete and al no time should any bads greater than 5.Design assumes trusses an to be used Ina non-corrosive environment, TRANS I D: LINK design keds be applied to any component. and are or^pry anamon^ora... 5.CompuTrus has no control over and aewmesnorceponsibNtyfrthe B.DetlgnaawmesNlbearingalalwpponashown.Shlmarwadpelf EXPIRES:06/30/2017 fabrication,handling.shipment and installation of components. nettu gn as. .I p 7.Plates ebadequate on tone lsprovided. July 5,2016 6.This design is furnished subjectofw to the limitations set by a.Ptstes shag be bated on beth faces of hues,and placed ad their center TPI ATCA In SCSI,copies which will be furnished upon request. Ines coincide with saint center lines. MiTek USA,IAC./Cam uTNe SOM1W9re 7.6.7 1 E 9.Digits indicate siee of pleb In Indies. P ( (- 10.For bask connector plats design values we ESR•13/1,EER-1088(MMTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 21'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 ROOF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -5) 100 8- 9=(-234) 241 8- 2=(-1081) 241 4-12=(-465) 219 BC: 2x4 KDDF #15BTR SPACED 24.0" O.C. 2- 3=( -928) 191 9-11=( -2) 10 2- 9=) -106) 715 12- 5=(-212) 581 WEBS: 2x4 KDDF STAND 3- 4=(-1113) 261 10-12=(-178) 87B 9- 3=( -463) 164 12- 6=(-253) 166 LOADING 4- 5=( -813) 270 12-13=(-123) 687 9-10=( -185) 789 6-13=(-152) 141 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=( -814) 294 13-14=( -26) 45 3-10=( -43) 212 13- 7=(-107) 699 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PIF 6- 7=( -931) 207 11-10=( 0) 51 7-14=(-910) 223 TOTAL LOAD = 45.0 PSF 10- 4=( -26) 232 OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -150/ 1111V -243/ 256H 5.50" 1.78 KDDF ( 625) M-3x4 where shown; Jts:2-4,6-7,13 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 21'- 2.0" -148/ 952V 0/ OH 5.50" 1.52 KDDF ( 625) ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed= 0.067" 11-07-11 9-06-05 MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 1' f f MAX LL DEFL = 0.025" @ 6'- 9.8" Allowed = 0.675" 3-08 3-03-08 4-08-03 4-04-09 5-01-12 MAX TL CREEP DEFL = -0.052" @ 6'- 9.8" Allowed = 1.012" '0 10 1 10 ' ' MAX HORIZ. LL DEFL = -0.012" @ 21'- 0.2" 12 12 MAX HORIZ. TL DEFL = 0.021" @ 21'- 0.2" 9.00 7 11M-4x4 Q 9.00 4.0" 5 .f-S. Design conforms to main windforce-resisting 4 system and components and cladding criteria. Wind: 140 mph, h=24.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 4 /r 3 0 2 '1 .-1 o 1� ��,O M-12 3x8 13 M-1.5x3 * 14 �� 0 • 0 '.' f e___ 9 Mx8 � M-1.5x3 M-3x8 M-1.5x3 l l l ,1 ,1 1 3-06-04 3-03-08 4-09-15 4-08-01 4-10-04 y tiREp P R o1 } y l 1-00 6-11-08 14-02-08 y �*� ENGINE�.4 ' 27 l 21-02 4t- 87022P; 9v JOB NAME : RT ENGLISH STEP 5 PLEX - D2 Scale: 0.2134IN (�� WARNINGS: GENERAL NOTES, unless otherwise noted: OR GON O 1 iv. 1.Bolder and erection contractor should be advised oral General Notes 1.This design Is based only upon the parameters shown and Is for en Individual Truss• D2 and Warnings before construction comment. building component.Applicability of design parameters end proper • 2.2x4 companion web bracing must be Retailed where shave e. incorporation of component is the roaponstbAtty of the building designer. �c 'J�p s.,n '\� �� 3.Additional temporary bruins to Insure steMllly during oonstrue8en 2.Design and et 10 the tap aid bottom cords to be lelerelty bead at 1.•O SER 17 Ie the reepenstN f the erecter.Additional permanent bracing of a o.c.antl al t P c.c.cad,..sty sed.nless braced throughout their length by S RY ocontinuous sheathing such es bracing sheathing(7C)and/or dryv/al(BC). A. f `` DATE: 7/1/2016 the overall structure MIM responsibility of the building designer. 3.2x Impact bridging or Were!bracing required Wave shown a a I�i SEQ.: K213 3 0 3 0 4.No load should be applied to any component until after all bracing and 4.Installation of buss is the reepoalbBty of the respective contractor. fasteners are complete and el no time should any bads greater than 5.Design mums.trusses ere to be used ins non-corro.ee environment, and TRANS I D: LINK design leads be appled to any component. Design a r"dry condition.acing".supports wedge 6.CompuTrue hes no control over and assumes no responsibility for the 6.De��assumes NI bearing 1 A suns shown.Shim or I/ EXPIRES:06/30/2017 ry fabrication,handling,shipment and Installation ofompon T.Design assumes adequate drainage Is provided. July 5,2016 8.Thin design Is furnished subject to the limitations set forth by 8.Plates shat be baled on both faces of truss,and paced so their anter TPWWfCA In BCSI,copies of which vii be famished upon request. Anes coincide with joint center lines. 9.Digits Indkala sire of pleb in Inches. MITek USA,lnc./CompuTrus Software 7.6.7)1L(-E II.For Ureic connector plate design values we ESR-7371.ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 11.0" IBC 2012 MAX MEMBER FORCES '4WR/DDF/Cpl=1.00 TC: 2X9 KDDF #1OBTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #l&BTR 1- 3=( 1079) 175 7- 8=(-221) 231 7- 8=(-105) 202 1-14=(-211) 213 WEBS: 2x4 KDDF STAND SPACED 29.0" O.C. 2- 3=(-1070) 260 8-10=( -2) 9 1- 8=(-105) 690 11- 4=(-211) 566 3- 4=( -796) 270 9-11=(-169) 848 8- 2=)-479) 164 11- 5=(-256) 166 LOADING 4- 5=( -799) 291 10-12=( 0) 0 8- 9=(-179) 795 5-13=(-148) 191 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 POP 5- 6=( -919) 209 11-13=(-121) 677 2- 9=( -45) 210 13- 6=(-105) 688 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POP 13-14=( -26) 45 10- 9=) 0) 53 6-14=(-899) 221 TOTAL LOAD = 45.0 PSF 9- 3=( -18) 206 M-3x9 where shown; Jts:1-3,5-6,13 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA "" For hangerLOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -196/ 941V -239/ 241H 5.50" 1.51 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 20'- 11.0" -146/ 991V 0/ OH 5.50" 1.51 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL-L/360, TL=L/240 MAX LL DEFL = 0.024" @ 6'- 7.8" Allowed = 0.667" 11-04-11 9-06-05 fMAX TL CREEP DEFL = -0.049" @ 6'- 7.8" Allowed = 1.000" 3-05 3-04-08 4-07-03 4-04-09 5-01-12 MAX HORIZ. LL DEFL = -0.012" @ 20'- 9.2" 1' ' 1' 1' 1' 1' MAX HORIZ. TL DEFL = 0.020" @ 20'- 9.2" 12 12 9.00 HM-4x4 N9.00 Design conforms to main windforce-resisting 4 4.0" system and components and cladding criteria. 4 Wind: 140 mph, h=24.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 3 11°llIllili /r o 1a !Q�11 loplill �O cn I�_�I9 ' 11 I 13 �14 �� cn ` M-3x8 o M-1.5x3 7*sM-1.5x3 8 M=b9c8 12 ,y M-3x8 M-1.5x3 l 1, l .1 l l 1 3-03-04 3-04-08 4-08-15 ' 1-07-05 3-00-12 4-10-04 l ,L y 6-09-08 14-01-08 P y 13-00 6-02-08 y 7-11 y ����EGIN�F�rL,sj y 20-11 y k�� rGN F,4 mil '�' 870 2PE 9v JOB NAME : RT ENGLISH STEP 5 PLEX - D3 Scale: 0.1965 WARNINGS: GENERAL NOTES, unless otherwise noted: ." Truss: D 3 1.Bugler end erection contractor should be advised of all General Notes 1.This design la based only upon the parameters shown and Is for an individual - ' •°0 OR EG O n, 4<v� and Warnings before cenan,ctbn commence.. building campenent.Applkabilty of design parameters and proper 2.264 compression web bracing must be installed where shown e. incorporation of component h the responsibility of the building designer. �A �A IS {I` 3.Additional temporary bracing to insure stability during cenetruction 2.Design assumes the top end bottom Morris to be laterally braced at `, 'V' is Me responsibility of the erector.Additional permanent bracing or 7 o.c.end al IS o.e.reepectwety unless braced throughout an Insir length by O.(1 \P DATE: 7/1/2016 the overall structure la the responalbg continuous sheathing such es plywood required sheathing(TC)and/or drywall(BC). Q. A, e�` gY of the building designer. 3.26 Impact b5dging or Otero!bracing required where Mown t a f� SEQ.: K213 3 0 31 4.No bad Mould be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective wntredor. fasteners are complete and at no time should any beds greater than 5.Design assumes trusses are to be used In a noncorrosNs environment, TRANS I D: LINK design loads be applied to any component. and are or^ary condition"ora... 5.CompuTnnhas nocontrol over and aseumesnoresponsiblity for the 8.Designsuumesmlbesdngalapsuppodsshawn.Shlmorwetlgelf EXPIRES:06/30/2017 fabdcetion,handling.shipment and installation of components. necessary' 7.Desin assumes 8.This design is furnished subject to the limitations set forth by S.Plats shall be Hosted on both facesate drainageiof truss,and placed as their center July 5,zo s TP WyrCA in SCSI,copies of which will be furnished upon request. Ines coincide with Joint center lines. Wee USA,Inc./CompuTrus Software 7.6.7(1 L}E S.Digits indbete Ass of plats in Mlles. 10.For basic connector plate design values see ESR-1311,ESR-18118 IMITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 11.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF g1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-970) 205 6- 7=(-255) 239 6- 1=(-895) 215 8- 4=(-203) 166 BC: 2x9 ROOF #1&BTR SPACED 24.0" O.C. 2- 3=(-793) 287 7- 8=(-186) 750 I- 7=(-106) 702 4- 9=(-253) 157 WEBS: 2x9 KDDF STAND 3- 4=(-718) 283 8- 9=(-125) 550 7- 2=7 -75) 159 9- 5=(-101) 633 LOADING 4- 5=(-753) 189 9-10=7 -91) 60 2- 8=(-371) 197 5-10=(-901) 221 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+01,( 10.0) ON TOP CHORD = 35.0 PSF 8- 3=(-207) 471 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 LOCATIONS REACTIONS REACTIONS SIZE 5Q.IN. (SPECIES) M-3x9 where shown; Jts:1-2,4-5,7,9 LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -196/ 941V -298/ 275H 5.50" 1.51 KDDF ( 625) 20'- 11.0" -196/ 941V 0/ OH 5.50^ 1.51 KDDF ( 625) «« For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/290 MAX LL DEFL = 0.018" @ 11'- 4.7" Allowed = 0.667" MAX TL CREEP DEFL = -0.038" @ 11'- 9.7" Allowed = 1.000" MAX HORIZ. LL DEFL = 0.006" @ 20'- 9.2" 11-04-11 9-06-05 MAX HORIZ. TL DEFL = 0.010" @ 20'- 9.2" 5-10-15 5-05-11 4-06-09 4-11-12 Design conforms to main windforce-resisting ff fsystem and components and cladding criteria. 12 12 IIM-4x9 9.00 Wind: 190 mph, h=24.2ft, TCDL=6.O,BCDL=6.0, ASCE 7-10, 9.0017 (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Dir), 9.0" load duration factor=1.6, 3 4'-4. End vertical(s) are exposed to wind, 4Truss designed for wind loads in the plane of the truss only. 2 r, ko 0 o r, N ti 1 t M O Wit, Iii _, V 6«=M-1.5x3 7 0.25"B 9 M-1.5x3 « 10 M-5x8(5) tO PR y 5-07-07 y 5-09-03 l 4-10-01 y 4-08-04 y `c�'�('�NGIN FE4.-r9.0 i0 l 1 t vC7 'L.y 20-11 g' 87022P, r , JOB NAME : RT ENGLISH STEP 5 PLEX - D4 Scale: 0.2160 7* CV '�,• WARNINGS: GENERAL NOTES, uneretMrwlae noted: T. *(CN OR GON �� ejA7 1.Budder and erection eonhador should be advised of ad General Notes 1.TNs design Is bard only upon the parameters Moven and b bran ka8vlduet 7 Truss: D4 and Warnings before condrudhn commences. building component,Applbeally of design parameters and proper [� 2.2a4 compression web bracing mud be kntslbd where shown«. incorporation of component b the responsibility of the building designer. �/'1 /I,h c p ^\\ �� 3.Additional temporary bracing to Insure stability during construction 2 Design Bermes Ms lop and bottom antras to los lalenity braced al L.O O C!1 Is the responsibility of me assent Additional permanent bre. f 2'continuous and d 10 eine rsuch as ey unless braced Inrougn d/Meir length M S log o con8nuow ahe.lh 0,such as.plywoodsing re alesthlnp(TC)and,or tlryWeA(BC). /q e� DATE: 7/1/2016 the overall Madura Is the responsibility of the building designer. 3.2e Impact bridging or blend bracing required Mere shown«+ 4.No load should be aped to any component until after all bracing and 4.Installation of truss is the reaponaibdity of the respective contractor. SEQ.: K213 3 0 3 2fadenere are complete and at Ira 5me should any cads greater than 5.Design assumes trusses are to be used Ina n ncenosive environment, and.re for condition"of use. TRANS I D• LINK design bads be eddied to any component. 5.CompuTer has no control over and assumes no responsibility for the 6.Design assumes fust bearing a1 all supports drown.Shim or wedge If EXPIRES:06/30/2017 necearry. Q febrketbn,handling.sidpment and lnstelkbon of components. 7.Design assumes adequate drainage le provided. July 5,2016 6,GIN design a fumbhed subjed to the limitations set bit by 8.Plates shad be located on both fads of truss,and placed so their center TPIWICA In SCSI,copies of which eli be Nmished upon request. linea coindde with)old center line. 9.Digits Indbate size of piste In Inches. MITek USA,tnc.iCompuTrus Software 7.6.7(1L)-E to.For bale 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'— 7.5" OND. 2: Designchecked for net(-7 TC: 2x9 KDDF #13BTRpsf) uplift at 24 "oc spacing. LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #166TR SPACED 24.0" O.C. Design conforms to main windforce—resisting WEBS: 204 KDDF STAND system and components and cladding criteria. LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD= 35.0 PSF Wind: 190 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dix), TOTAL LOAD = 45.0 PSF load duration factor=1.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR TOPSF LIVE LOAD. TOP Note:Truss design requires continuous AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. bearing wall for entire span UON. 3-03-12 0-03-12 T T 1' 12 4.00 M-1.5x3 4 • 3 r 0 u5 2 0 N 1 5 6 M-3x4 M-1.5x3 1 1 1 1-00 3-07-08 �CII D I-s . PR°EPSs ���� CNGINEFR /O 87022PE 9r JOB NAME : RT ENGLISH STEP 5 PLEX - El Scale: 0.6486 N N WARNINGS: GENERAL NOTES, unless otherwise noted: >1 Truss: E 1 Builderd Wamings before coetrudbn commons �aetl dal General Notes 1. building component.Applicability ofn the d sign pararameters smeters end proper individual y AT OREGON �� <C/ 2,2s4 compression web bracing must be Installed where shown�. incorporation of component Is the responsibility of the building designer. A- /\ O 3,Addtibnal temporary bacirg to Insure debility during construction 2.Design amines Me top and bottom chords to be laterally braced H �� �"V/E3E 19 N"'' Is Me responsibility of Me erector,Additional permanent bracing of 7 o.c.and et 1d o.c.reepwlNey unless bread throughout their length by C i-1 DATE: 7/1/2016 Me coverall structure Is Me responsible continuous sheathing dish as pywood shsathing(TC)and/or drywsl(BC), OS A H v responsibility of the building designer, 3.Dr Impact bridging or latero bracing required where sewn+. V it `` SEQ.: K213 3 0 3 3 4.No Mad Mould be applied to any component until eller all bracing and 4.Installation of buss Is the responsibility of the respective contractor, fasteners are complete and at no time should any loads greater then 5.Design assumes trusses ere to be used in a nowsormalve environment, TRANS ID: LINK design Weds be applied to any component. and are for dry aondition eta,.. 5.CompuTNe has no control over and assumes no responsibility for the e.Dwegnµaswmes NX besting at rep supports shown.Shim or wedge if EXPIRES:06/30/2017 fabrication.handling,shipment and Installation of components. y. p q 7.Designquate ge M uss,an July 5,2016 8.This design le furnished Wbjed to the limitations:id forth by S.Plates sell be mated on both faces of truces,and plead so their anter TP9WfCA in SCSI,copies of which all be!wished upon request. Nes coincide with joint center lines. MiTek USA,Inc./CompuTfUa Software 7.6.7(1L}E 9.Digits Indicate size of plate In Inches. 10.For basic connector plate design values dee ESR-1311,ESR-1988(1.1iTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 7.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 37 2-5=(-21) 29 3-5=(-117) 88 BC: 2x9 KDDF #1SBTR SPACED 24.0" O.C. 2-33=(-56) 34 WEBS: 2x9 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 95.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ•IN. (SPECIES) 0'- 0.0" -99/ 334V -13/ 94H 5.50" 0.53 KDDF ( 625) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pig) 3'- 7.5" -22/ 153V 0/ OH 5.50" 0.24 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ** For hanger specs. - See approved plans REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. }COND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/290 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.067^ MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" MAX TC PANEL LL DEFL = 0.010" @ 1'- 11.5" Allowed = 0.165" 3-03-12 0-03-12 MAX BC PANEL TL DEFL = -0.009" @ 1'- 10.6" Allowed = 0.157" T T T 12 MAX HORIZ. LL DEFL = 0.000" @ 3'- 3.8" MAX HORIZ. TL DEFL = 0.000" @ 3'- 3.8" 9.00 D Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-1.5x3 load duration factor=1.6, 9 -, End vertical(s) are exposed to wind, 3 Truss designed for wind loads in the plane of the truss only. If r I koI '-I m 100000K111111111111111111: I1tw1 I 2�� * 5 M-3x9 M-1.5x3 l . l 3-03-12 0-03-12 1 l 1-00 3-07-08 ky <0 0,4G N q(<- o, r/0 c� 2 417 87022PE /9c` JOB NAME : RT ENGLISH STEP 5 PLEX - E2 Scale: 0.6296 WARNINGS: GENERAL NOTES, unbseotMrwise noted: =e7 �A� OREGO ryO �N 1.Builder and erection mMrador ahold be advised of el General Notes 1.TMs d.*lgn Is based only upon the parameters shown and h for an Indhldu*l 7A Truss: E2 end Warning.before construction commence.. binding component.Appnnablllty or design parameters end proper /) Cl E R 1� ��O 2.204 compression web bracing must be Installed where idiom�. Incorporation of component Ie the re.pondbIIty of the Wading designer. O 3.Additional temporary bradng to insure*lability during construction Z•Design eaeumes the tap and bottom chorda to be laterally Read at O ` Is the responsibility of the erector.Addkbnal pennanem bradngf T rase.and et 10'ase.respectively unless Maud throughout Ihek length by V s contbuous sheathing such as plywood eheething(TC)angor drywel(BC). A. H E� DATE: 7/1/2016 the everen structure Is the re.ponsibSty of the building designer. 3.2.Impact bridging of lateral bradng required where shown.• 4.Ne sod should be applied to any component until after all bradng and 4.Installation of truss:lithe re.pondbllty of the respective contractor. SEQ.: K213 3 0 3 4 fasteners are complete and et no time should any loads greater than 5.Design sesame.meses are to be used In e non.00rroeme environment. and are for"dry condition"of use. TRANS I D: LINK design bads be applied to any component.5.compuTroa has no control over and assumes no responsibility for the 6.Design assumes NI beefing et e8 supports shown.Shim or wedge If EXPIRES: 06/30/2017 febdun,handling.shipment and Aalletion of components. 7.Design debassumes adequate drainage is provided. July 5,2016 8.This design le furnished subled to the limitation set forth by 8.plates Mel be located on both faces of truss,end placed so their center TPMVICA In SCSI.copies of which sod be fumbhed upon request. Res g,Diggs coincide Nth'sift splateecenter Ines. slze in Inches. MITek USA,lnc.ICompuTrus Software 7.6.7(1L)'E II.For bade connector plate design values see ESR•131 I,ESR•1088(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 11'— 2.5" GOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. VON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF Wind: 140 mph, h=22.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 45.0 PSF load duration factor=1.6, Unbalanced live loads have been End vertical(s) are exposed to wind, considered for this design. LL = 25 PSF Ground Snow (Pg) Truss designed forwind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-102 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Refer to CompuTrue gable end detail for complete specifications. 5-07-04 5-07-04 f 1 T 12 12 IIM-4x4 9.00 Q 2 9.00 1111411111 —/ .c7 O N II N 4 5 1-00 y 11-02-08 y 1-00 y ��� .D P�QF�ss /�5 5 GI N FSR /p'L �� 870 2PE 9`. JOB NAME : RT ENGLISH STEP 5 PLEX - F1 Scale: 0.9131 WARNINGS: GENERAL NOTES, unau otherwise noted: `,- � Y N Truss: E 1 I.Builder and erection contractor should be advised Man General Notes t.This design is based only upon the parameters shown and Is for an Individual 'f7 "a O R EG N (19 41C/ • and Warnings Mare construction commence.. building component.Applicability of design parameters end proper 2.284 comprostlen web bracing must M Installed whore shown+. Design assnincorporatioof the top an h the m chordal°y of the building designer. �j�O�A=� ����� 3.AdtlNbnal temporary bracing a insure stability during construction 2.Design assumes the lop and bottom shodato be laterally braced al 'V/ clik. I.the responsibility of the erector.Additional permanent bracing or T�e.c.arae at to'rte.nsp.dN.ry Wen entad throughout their length by DATE: 7/1/2016 the overall structure Is IM ro e@N8 of me building designer. continuous sheathing such as plywood.heammg(TC)end/or drywa8(BC). /il, H c aWn Y g 3.zs Impact bridging or hand bracing required where shown+. �1 I-N[- SEQ.: K2 13 3 0 3 5 4.No load should M applied to any component until after all bhang and 4.Design8on of truss Is the roe to be used of the respective contractor. fasteners era compete and at no time Mould any roads greater then 5. assumes trusses aro a be used In a non-corrosive environment, TRANS ID: LINK design bads beappledteany uemponent. ena.roror^dryeendEen ofnsa. 5.Cempnlnn has en control over.ed assume.no responsibility for the5.Design assumes full beartng at al supports Mown.Shim or wedge if ».ry. EXPIRES:06/30/2017 ab.ation.handling,shipment nd instlationofcomponents. 7.Deugnaabeesadequate drainage aprovided. July 5,2016 B.This design le furnished subject to the limitations set forth by 8.Plates shatlbe located on both aces of truss,and placed so theft center TPWVTCA In SCSI,copies of With will be famished upon request. lines coincide with joint center line. 1 L MITak USA Inc./Com uTrus Software 7.6.7 E S.Digits Indicate sloe or pas In Inches. p ( f 0.For bade connector pate design values see EBR.1311,ESR-I986(MITak) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 11.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KODE' #16BTR LOAD DURATION INCREASE = 1.15 1-2=( -9) 120 6-7=(-211) 220 6-2=(-639) 177 BC: 2x9 BIDE #16BTR SPACED 24.0" O.C. 2-3=(-575) 112 7-8=) -60) 83 2-7=) -38) 343 WEBS: 2x4 KDDF STAND; 3-4=(-575) 131 7-3=( 0) 290 2x6 KDDF #2 A LOADING 4-5=( -9) 120 7-4=( -38) 388 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 POE 4-8=(-639) 232 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" 13.5" LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -78/ 670V -185/ 185H 4.00" 0.45 KDDF (1485) 10'- 11.5" -78/ 670V 0/ OH 4.00" 0.45 KDDF (1485) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0. For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.002" @ -1'- 1.5" Allowed = 0.075" MAX TL CREEP DEFL = -0.003" @ -1'- 1.5" Allowed = 0.113" MAX LL DEFL = -0.002" @ I2'- 1.0" Allowed = 0.075" 5-05-12 5-05-12 MAX TL CREEP DEFL = -0.003" @ 12'- 1.0" Allowed = 0.113" f 1' '( MAX TC PANEL LL DEFL = 0.058" @ 3'- 1.4" Allowed = 0.386" 12 12 MAX TC PANEL TL DEFL = 0.152" @ 3'- 1.4" Allowed = 0.580" IIM-9x9 9.00 "j 9.00 MAX HORIZ. LL DEFL = 0.008" @ 10'- 8.8" 4.0" MAX NORIZ. TL DEFL = 0.015" @ 10'- 8.8" 3 (-( NNDesign conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3X4 + M-3x9 Note: Legdown not checked for any lateral loads. 2 `_,��iiiiiill 4 The design shall be reviewed and approved by 7 Project Engineer or qualified building designer � M-5X8 IN for lateral load and lateral stability. 0 0 + 1-1 rl A o 0 N IN 6�,,, "Ai: f _, M-1.5x3 M-1.5x3 Q 6.00 6.00 12 12 ,1 l l l l 1-01-08 5-05-12 5-05-12 1-01-08 t<, /i) PR°FFS y y 10-11-08 ��<0 ENGINE -- s/O�P �` 87022PE JOB NAME : RT ENGLISH STEP 5 PLEX - F2 Scale: 0.3506 N N WARNINGS: GENERAL NOTES, unlessotherwhe rated: 11 1.Builder end erection contra dor should be advised of ail General Notes 1.This design Is based only upon the parameters shown end h for an Individual 7 �'°J, OR EG N n, 4(V Truss: F2 and Warning.before construdIon commences. building component.Applicability of design parameters and proper 11 2.254 compression web bracing must be Installed where ehovm+. incorporation of component la the rasponsibl8y of the building designer. /1 F,I,,e BER �� � 3.Additional temporary bracing to Insure stability during conatrnatbn Z Design aeeumea the top and bottom chords to be latentlytheir et l.. ) ` Is the responsibility of the erector.Additional permanent lensing of T o.e.and a110'e.c.respectively uniaae biased throughoutd/ihsh length by S continuous sheathing such as plywood eneathIg(TC)andfor drywel(BC). '4. H S s DATE: 7/1/2016 the overall structure A the reword/WA of the building designer. 3.ZM Impact bridging or latent bracing required where.hewn++ SEQ. : K213 3 0 3 6 4.Ne wad should be applied to any component until after all bracing and 4.Installation of truss le the r.aponsibatiy of the respective eentrader. fasteners aro complete and et no time should any loads greater than S.Design assumes busses ate to be used Ina nun-corrosive environment. end TRANS I D: LINK design loads be applied to any component. Design assumor"dryes NI be n"01 use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design a.eumes NI bearing et a8 supports Moven.Shim or wedge If EXPIRES:06/30/2017 Q fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage A provided. July 5,2016 8.This design is furnished sub)ed to the limitation.set forth by 8.Plates shaft be loaded on both faces of truss,end pieced so their center 1171MTCA in nth,copies of which cal be!wished upon request. linescoincide indicate withth Joint ocenter Inches. lines. O. MITek USA,Inc./COmpuTrue Software 7.6.7(1L)-E 1D For bask connector plate design values sea ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 11.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-576) 195 4-5=1-183) 188 9-1=1-457) 163 5-3=( -42) 375 BC: 2x4 KDDF #1613TR SPACED 24.0" O.C. WEBS: 2x9 KDDF STAND; 2-3=(-576) 164 5-6=1 -57) 81 1-5=1 -39) 345 3-6=(-957) 187 2x6 KDDF #2 A LOADING 5-2=( -6) 290 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 POE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PIE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 95.0 PSF 0'- 0.0" -75/ 995V -160/ 160H 4.00" 0.33 KDDF (1985) 10'- 11.5" -75/ 495V 0/ OH 9.00" 0.33 KDDF (1485) ** For hanger LL = 25 POE Ground Snow (Pg) g specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, MAX TC PANEL LL DEFL = 0.065" @ 8'- 0.4" Allowed = 0.386" MAX TC PANEL TL DEFL = 0.050" @ 2'- 11.1" Allowed = 0.580" MAX HORIZ. LL DEFL = 0.008" @ 10'- 8.8" MAX HORIZ. TL DEFL = 0.015" @ 10'- 8.8" 5-05-12 5-05-12 1 •( 1' Design conforms to main windforce-resisting 12 12 9.00 HM-4x4 system and components and cladding criteria. 9.00 4.0" Wind: 190 m 2 tri. (All Heights), Enclosed,6Cat.2, E%POB,ASMWFRS(Dir), PM load duration factor=1.6, End vertical(.) are exposed to wind, Truss designed for wind loads in the plane of the truss only. Note: Legdown not checked for any lateral loads. The design shall be reviewed and approved by Project Engineer or qualified building designer for lateral load and lateral stability. M-3x9 ,..4441-00001immumM-3x4 011% .......iiij, 5 4 M-5x8 4� -, 0 o 1 ti i o A I o MI Mi nn M-1.5x3 M-1.5x3 ** Q 6.00 6.00 12 12 l l ,. 5-05-12 5-05-12 POp y 10-11-08 y ����NGIIN� FS`S/1. O •T - 87022PE 9v' JOB NAME : RT ENGLISH STEP 5 PLEX - F3 Scale: 0.3515 WARNINGS: GENERAL NOTES, Mese othereSM noted: 1� Truss: F3 1.Bunker end erection contractor should be advised of as General Notes I.This design k based only upon Sr.parameters ahov.n end k for an Individual �'p SAT O R EG O �� 4f� end Naming.before corMrvdbn commences. building component.ApplkabllMy of design parameters end proper ! /'� 2.Ie4 compression web bracing must be IMtalbd veers shown«, incorporation of component Is IM responsibility of the building designer, �C8 �A,SER ' �\I S.Additional temporary bracing to Insure stability doing construction Z.Design assumes the top end bottom Mord.to be laterally braced at 'y, is Me responelbioly of the erector.Additional permanent bracing of 7 o.c.and at 10 o.c.respectively unties braced throughout mak length by DATE: 7/1/2016 the overall structure h Me respontlb continuo.sheathing such as plywood cited sheathing(Tc)and/or drywaA(SC). S vs, �Q Hly of the building designer. 3.2.Impact bridging or lateral bracing required where.Yawn** /y `` SEQ.: K2 13 3 0 3 7 4•No bad should be tippled b any component until Mer all bracing end 4.Installation of Wu is the responsibility of the respsdive contractor. fattener.ere complete and at no time should any bads greater then 5.Design assumes truases are to be used in.noncorrosive environment. TRANS ID: LINK de sign bads be eppled to any component and ere for"dry sendifion"or use. 5.compulnn has no control over and assumes no responsibility for the 8.Detlpn assume.fust bearing al al supports shown.Salm or wedge If EXPIRES:06/30/2017 Ebdntlon,handling,shipment and installation of components, ne 7. Sig,assumes d. 8.TTN designisfurnishedsubjsdtothelimitationssetforthby 8.Pletasshelbelocated uonboth faces oate drainage Is trruss,and pieced sotheir center July 5,2016 TPUW1CA In SCSI,copies of whkh all be furnished upon request. Nose coincide with Joint center line. MITek USA Inc.yCompuTrus Software 7.6.7(1 L)-E S.Digits indicate the of pleb In inch... 70.For bask connector plata design value.see ESR-1311,ESR-1088(MITek) • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 11.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 PODS' #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -9) 120 6-7=(-2244) 2272 6-2=( -961) 653 BC: 2x9 ROOF #1&BTR SPACED 24.0" O.C. 2-3=(-1752) 1397 7-8=(-2244) 2272 2-7=1-1599) 1859 43-4=(-1752) 1397 7-3=(-1018) 1266 WEBS: 2x6 ROOF STAND; LOADING 4-5=( -9) 120 7-4=(-1599) 1854 2x6 KDDF #2 A LL( 25.0)+DL( 10.0) ON TOP CHORD 35.0 PSF 4-8=1 -961) 653 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" 13.5" LL = 25 PST Ground Snow (Pg) 0'- 0.0" -599/ 981V -2000/ 2000H 4.00" 0.66 KDDF (1485) 10'- 11.5" -599/ 981V -2000/ 2000H 4.00" 0.66 KDDF (1485) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. "" Fox hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP OND. 2: Design checked for net(-7 psf) uplift at 29 "on spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.002" @ -1'- 1.5" Allowed = 0.075" MAX TL CREEP DEFL = -0.003" @ -1'- 1.5" Allowed = 0.113" MAX LL DEFL = -0.002" @ 12'- 1.0" Allowed = 0.075" 5-05-12 5-05-12 MAX TL CREEP DEFL = -0.003" @ 12'- 1.0" Allowed = 0.113" ,r 1' 1 MAX TC PANEL LL DEFL = 0.058" @ 3'- 1.4" Allowed = 0.386" 12 12 MAX TC PANEL TL DEFL = 0.152" @ 3'- 1.4" Allowed = 0.580" M-4x6 9.00 1:77 Q 9.00 MAX HORIZ. LL DEFL = 0.049" @ 10'- 8.8" 4.0" MAX HORIZ. TL DEFL = 0.056" @ 10'- 8.8" 3 ,._,..), �,.. `COND. 3: 2000.00 LBS SEISMIC LOAD, I Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x5 rid M-3x5 2 1 Note: Legdown not checked for any lateral loads. ,0 40000000.01111111111111111111111111 , Note: -/ The design shall be reviewed and approved by C M-5x8 Project Engineer or qualified building designer 0 for lateral load and lateral stability. o ,-I I I o A o II ,N) 'ILO *IPA ** M-3x4 M-3x4 ,.6.00 6.00 P. 12 12 ; b . l l 1-01-08 5-05-12 5-05-12 1-01-08 , P P R OFE: y 10-11-08 y �5' NGIN4. WS/ Q9 'z' 87022PE 1' JOB NAME : RT ENGLISH STEP 5 PLEX - FDRAG Scale: 0.3506 N WARNINGS: GENERAL NOSES, unless otherwise noted: -. �� GREG N �O "NiQ' 1.Builder and erection contractor should be advised of a9 General Notes I.ThIs design a bawd only upon the parameters shown end is for an Individual 7 Truss: FDRAG end Warnings before contraction commences. building component.Applicability of design parameters and proper �� ��� A �� 2.2.4 oomprosslon web bradng mud be Invited where shown.. Inwrpna s u of omponaM b the rospondstby of me allybuilbraing designer. 7.Additional temporary bracing to insure Nabli89 during wnetrucibn 2.0e n,assumeso n.lop end bottom shams to n laterally braced N O Is the rosponlbl9ty of the erector.Additional permanent bracing of 7 tn.eund et 10 o.c.respectively unless braced Ihroughont their bngm by S continuous sheathing such as pgweod sheathing(TC)and/or drywe9(BC). /q H EC DATE: 7/1/2016 me overall structure Is the reependbBty of the building designer. 3.2s Impact bridging or lateral bndng required where shown 0 5 4.No bed should be applied to erg component until after all bradng and 4.Installation of truss Is me responsibility of IM respedNe oenlrector. SEQ. K2133038 fasteners are complete and el no time should any bads greater than 6.Design assures trusses are to be used in e noncorrosive environment, design bads be applied to any rd.eaucomponent. and en for^dry condition'of ace. TRANS I D: LINK s.CompuTrus ns no control over and assumes no responsibility for to 8.Design assumes ml bearing at ag wppons shown.Shhn or wedge If EXPIRES:06/30/2017 fabrication.handling.shipment and inN.lbeon of components. 7.paler eswmes adequate drainage I.provided. July 5,201 6 S.Thic design Is furnished wb)ed to the limitations wt forth by 8.Plates steel be bated on both faces of truss,and placed w their center TPWdTCA In SCSI,Caples of shdch will be furnished upon request. lines 9, elb coincide lyre of plate in centerINON lines. llins.. MITek USA,IOC./CotnpuTrus Software 7.6.7(1L(-E 10.For bads connector pate design values we ESR-1311,ESR-1958(Mitek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 9.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=( 0) 71 2-6=(-137) 977 6-3=(-196) 231 BC: 2x4 KDDF #18BTR; SPACED 24.0" O.C. 2x6 KDDF #168TR B1 2-3=(-1322) 163 6-7=(-171) 1108 3-7=(-330) 186 3-4=( -925) 152 7-8=( -55) 85 7-4=( -18) 691 WEBS: 2x9 KDDF STAND; LOADING 4-5=( -912) 148 7-5=( -64) 602 2x6 KDDF #2 A LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PIP 5-8=(-637) 178 DL ON BOTTOM CHORD = 10.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. EON. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -172/ 1210V -130/ 177H 5.50" 1.99 KDDF ( 625) OVERHANGS: 12.0" 0.0" ADDL: BC CONC LL+DL= 544.0 LBS @ 2'- 3.5" 13'- 9.5" -92/ 668V 0/ OH 4.00" 0.95 KDDF (1485) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ** For hanger REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. g specs. - See approved plans SINGLE MEMBER AS SHOWN. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 HANGERS ATTACHED TO BOTTOM CHORD WILL HAVE 1.5"MAX.NAIL PENETRATION. MAXMLL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" MAX LL DEFL = 0.014" @ 7'- 10.7" Allowed = 0.919" 7-10-12 5-05-12 MAX TL CREEP DEFL = -0.041" @ 7'- 10.7" Allowed = 0.629" MAX HORIZ. LL DEFL = -0.014" @ 13'- 1.7" 3-00-0e 9-10-09 5-05-12 1 .1 ♦ MAX HORIZ. TL DEFL = 0.029" @ 13'- 1.7" 12 12 9.00 IIM-4x9 9,00 Design conforms to main windforce-resisting 9,0" system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, NN (All Heights), Enclosed, Cat.2, Exp.e, 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, Note: Legdown not checked for any lateral loads. M-3X9 -�� The design shall be reviewed and approved by 3 M-3x4 Project Engineer or qualified building designer for lateral load and lateral stability- I M-5x8 0 1 o ti _ o CV 4ct 411E1111ERA ^II 6 I .x9 M-7x8 M-1.5x3 ..,1 6.00 6.00 N,.. 12 12 1 +514# y l 2-09 5-01-12 5-05-12 l o ) , ) 1-00 7-10-12 5-00-09 0-05-08 ��Ep PROFFS l 13-04-08 j CAS" x...1.4 E��'4 sie2 �• 870 2PE 11/ 9� JOB NAME : RT ENGLISH STEP 5 PLEX - G1 Scale: 0.2839 WARNINGS: GENERAL NOTES, unless otherwise noted: N / >N Truss: G 1 I.Sadder and erection contradar Shedd be advised of all General Notes f.This design is bard only upon the parameters shown and is bran Individual' `"O OR EG O n wH rad Warnings before construction commences. budding component.Applicability of design parameters and proper a /� 2.Seo compression web bracing must be installed where shown o. Incorporation of component Is the reepons bdiy of the building designer. On $4,/ E R �l' ��1/ 3,Addftbnei temporary bracing to Insure Middy during construction 2 Design assumes me lop and bosom cholas to be laterally braced N `1 le the responaday or the erector.Additional permanent bracing of 7 o.c.and et itl o.c.respectively unless braced throughout mel,length by DATE: 7/1/2016 me overall mucture is the ro ebA condnuow sheathing such as ptywood sheathing(7G)and/or tlrywaA(BC). V A, H`�� yon Ity NEN building designer. 3, lmpad bridging or literal bracing requkashown rown** SEQ.: K2133039 4.Nc baa sb nroy should be applied to any component until after all bracing and 4.Installation of trues N the oribMty of the respectNe contractor, fasteners aro complete end at no time should any loads greeter than 5.Design assumes trusses aro to be used ins rancorrosNe environment, TRANS ID: LINK deagnloads beapplied todraycomponem. ana.rovena aycenanlon of use. S.CernpuTrue hoe no control ever end names no responsibility forme e.Design assumes NA bearing et all enppons shown.Shim or w.dpe if EXPIRES:06/30/2017 febrkHbn,handling.shipment end Inetelletion of components. necessary.aassumes ee r� ,t 7.Mete. WIbeel•deduceoranag.is tus,provided. July 5,LO 16 e.This design is CSI.oep riotedte mall be furnished nal ops by S.Plates shag be located on both race.01 Wes,and pleadrmete rnter TP WWGA in SCSI,copies of which will be Nmlehed upon request. Ines coincide with Joint canter line. MiTek USA Inc./CompOTfDS Software 7.6.7(1 L}E 9.DISks indicate sloe of plate in inches. 10-For bask connecter,plate design values see ESR.1311.ESR-tars(Wok) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 4.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-6=(-292) 596 3-6=(-218) 162 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-804) 164 6-7=(-277) 679 3-7=(-208) 196 3-4=(-781) 186 7-8=( -56) 83 7-9=( -62) 959 WEBS: 2x6 KDDF STAND; 2x6 KDDF #2 A LOADING 4-5=(-760) 191 7-5=( -69) 492 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5-8=(-555) 201 TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 95.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" LL = 25 POP Ground Snow (Pg) 0'- 0.0" -94/ 745V -131/ 177H 5.50" 1.19 KDDF ( 625) 13'- 9.5" -92/ 590V 0/ OH 4.00" 0.90 KDDF (1985) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/290 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" MAX LL DEFL = 0.014" @ 7'- 10.7" Allowed = 0.919" 7-10-12 5-05-12 MAX TL CREEP DEFL = -0.030" @ 7'- 10.7" Allowed = 0.629" 2-09 5-01-12 5-05-12 MAX HORIZ. LL DEFL = -0.014" @ 13'- 1.7" f ' ' f MAX HORIZ. TL DEFL = 0.024" @ 13'- 1.7" 12 12 IIM-9x4 Q 9.00 9.00 Design conforms to main n windforce-resisting 4.0" system and componentsand cladding criteria. 4 ,(-f RA Wind: 140 mph, h=22.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. Note: Legdown not checked for any lateral loads. The design shall be reviewed and approved by Project Engineer or qualified building designer M-3x4 M-3x4 for lateral load and lateral stability. 34110L M-5x8 111111 0 1 0 ri, t Act -"41111. MI o 1 M-3x4 M-5x6 M-1.5x3 Q 6.00 6.00 12 12 l l 1 l y �� p P R Opp, 1-00 2-09 5-01-12 5-05-12 y 13-04-08 y •5� ,NGINFER ci'/��'9 cc" 87022PE r" JOB NAME : RT ENGLISH STEP 5 PLEX - G2sale: 0.3155 5- c<‘ ,� N WARNINGS: GENERAL NOTES, unless onMeparamtnoted: -S7 -oT OREGON cy�4/ 1.Builder and in.before=tractor stwuld be advised of all General Notes 1.Thisdesignco pbastl appy upon the parameters shown and Is foyer Individual J^ Truss: G2 and v andnps constudbn eommeneew building cnmponem.ponenadlily of design parameters end proper , ��� 1� �� 2.Z.compression web bradng must M Installed where shown*. incorporation of component N the rosponstbAtiy of the building designer. 3.Additional temporary bracing to Inure stability dudng nonaWdfon 2.Design assumes the lop and bottom chords to be laterally braced at O _` by Is the responsibility f IM erector.Additional permanent bracing of 7 ntin and as o.c.respectively ply unless braced(7C) ndf Iheir langlh). S C4 N o perms conllwoue stwalhing such as plywood sheatMng(TC)and/or drywel(BC). /q H `` DATE: 7/1/2016 to overall dnwmre to the responsibility of the banding designer. 3.2a impact bridging or lateral bradng required when.shown. SE 4.No load should be applied to any component until after all bradng and 4.Installation of truss b the responsibility of theraspedla wntrador. Q•: K213 3 0 4 0 fasteners aro compete and at no time should any leads greater than 5.Design assumes trusses are to be used in a noncorroeNe environment end are for"dry condition"of use. desten lases be=lied to any component. TRANS ID: LINK 5.Cumpiirmshas necontrol over and assumes nerespenslblryfor me 8.Oew9nnaswmesNAbearingalatwppolaehom.ShimorvndpeIf EXPIRES:06/30/2017 fabrication,handling,shipment and installation of components n. T.past..5.1 esadequate bathtdrainage LprusseJuly 5,2016 6.This design Is furnished wbJsd to the Andlatiom sl forth by A.Pletea shall be located on both taus of truss,and placed w melt abler TPI7NICA In SCSI.copes of which vel be furnished upon request, Ines coincide with joint sumer Anes. S.DlgS.Indicate size of plate In Inches. MITek USA Inc./CompuTrua Software 7.6.7(1L)-E 10.For basic connector plate dealgn values se ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 4,5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #15BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 71 2- 6=(-399) 635 3- 6=(-266) 238 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-802) 158 6- 7=(-449) 711 3- 7=(-211) 195 WEBS: 2x4 KDDF STAND; 3- 4=(-806) 230 7- 8=(-121) 159 4- 7=( 0) 175 2x6 KDDF #2 A LOADING 4- 5=(-559) 295 7- 5=(-357) 633 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 8=(-547) 289 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POP 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) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -94/ 795V -119/ 22BH 5.50" 1.19 KDDF ( 625) NOTE: 2x9 BRACING AT 24"OC UON. FOR 13'- 9.5" -92/ 589V 0/ OH 4.00" 0.40 KDDF (1485) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP IC OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" .. For hanger specs. - See approved plans MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" 7-11-11 5-04-13 MAX LL DEFL = 0.026" @ 8'- 0.0" Allowed = 0.419" MAX TL CREEP DEFL = -0.044" @ 8'- 0.0" Allowed = 0.629" f f 1' 2-09 5-02-11 5-04-13 MAX HORIZ. LL DEFL = -0.019" @ 13'- 1.7" f 4 ' , MAX HORIZ. TL DEFL = 0.023" @ 13'- 1.7" 12 9.00 17 M-4x6 M-3X9 Design conforms to main windforce-resisting 6 system and components and cladding criteria. 4440. -, , Wind: 140 mph, h=22.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. co Note: Legdown not checked for any lateral loads. The design shall be reviewed and I approved by 14-3X940111111111114 -3X9 1711011111 II 11 -t Project Engineer or qualified building designer �� for lateral load and lateral stability. 7 u7 � M-5x10 0 At 4. o . 6 I .. 0 M-3x4 M-5x6 M-1.5x3 ,.6.00 6.00 C . 12 12 ; , l , J' 1-00 y 2-09 5-01-12 5-05-12 y ��ED PROFrS 13-04-08 ��\•' 0NGINE'cGR s/0 4 870 2PE 9� JOB NAME : RT ENGLISH STEP 5 PLEX - G3 Scale: 0.3252 WARNINGS: GENERALTheisb, unlessotherwiseae: ��''.44 �REGO , ok/N 1.Balder and.radion contractor should be advised of all General Notes 1.This design Is based only upon the parameters Moven end is for en individual '[7 A Truss: G3and Warring.before construction commence.. building component.Applicability of design parameters and proper 2.244 compression web bracing must be Installed where shown+. incorporation of component a the responsibility of the building designer. A aER �� 3.Additional temporary bracing to Inure*ability during construction 2.Design assumes the top.58 bottom chords to be atarally braced et ��/ y Is the responsibility of tiro.radar.Additional permanent bracing of o we.end at IP c.c.respectively unless braced throughout their length by O.(1t N - continuaus shaamlip such as plywootl Msathli.,..and/or tlrywel(BC). V A II f'�ck DATE: 7/1/2016 the overall.tractate Is the responsibility or the building designer. 3.Zr Impact bridging or lateral bracing required where shown++ I-' SEQ.: K2 13 3 0 4 1 4.No load should be applied to any component until alter all bradng end 4.Installation of frau Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina noncormeive environment, TRANS I D: LINK design bads be app II d to any component. and are for"dry condition"of use. 5.CompuTrusMsnocontrol over and essumesnoresponsibility for the 8.lestgeaswmesNAbeadngalaNupportsshown.Shimorwetlgeif EXPIRES:06/30/2017 necessfabrication,handling.shipment and Installation of components. Design ss 7. tsshalbelceden drainageisruslsed.an July 5,2016 G.Ibis design Is furnished eub)ea to the limitations set by B.Rlme..n.A be located on both faces truss,Dand placed so their Domer TPIM/ICA in SCSI,copies of which wig be famished upon request. fines coincide with(Dint center lines. 9.Digts indicate size of plate In inches.MITek USA Inc./Com uTrus Software 7.6.7 IL E io. For basic connector plate values see ESR-7377,ESR•1 g8X(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 4.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 I TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 72 2- 7=(-403) 660 3- 7=(-279) 240 BC: 2x9 KDDF #1&3TR SPACED 29.0" O.C. 2- 3=1-802) 181 7- 8=(-453) 739 3- 8=1-180) 166 #2 A 3- 4=1-806) 298 8- 9=(-119) 156 4- 8=( 0) 175 2x6 KDDF WEBS: 2x4 KDDF STAND; LOADING 4- 5=( 0) 0 8- 6=1-404) 675 LL( 25.0)+DL( 10.0) ON TOP CHORD= 35.0 PSF 4- 6=1-559) 287 6- 9=(-547) 337 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 LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 24"OC UON. FOR 0'- 0.0" -103/ 745V -114/ 229H 5.50" 1.19 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 13'- 4.5" -94/ 589V 0/ OH 4.00" 0.90 KDDF (1485) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. IC OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 ** For hanger specs. - See approved plans MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100^ 9-11-11 ` 3-04-13 MAX LL DEFL = 0.032" @ 8'- 0.0" Allowed = 0.419" "I 1' MAX TL CREEP DEFL = -0.044" @ 8'- 0.0" Allowed = 0.629" 2-09 5-00-11 2-02 3-04-13 1' ,r ,r ,r ,r MAX HORIZ. LL DEFL = -0.020" @ 13'- 1.7" MAX HORIZ. TL DEFL = 0.024" @ 13'- 1.7" 8-00 'r 1' 5 Design conforms to main windforce-resisting 12 system and components and cladding criteria. 9.00 17 M-9X6 Wind: 140 mph, h=22.9f t, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 M-3x4 load duration factor=1.6, ( 6 End vertical(s) are exposed to wind, MMMINIM:::7007077M Truss designed for wind loads in the plane of the truss only. Note: Legdown not checked for any lateral loads. The design shall be reviewed and approved by Project Engineer or qualified building designer for lateral load and lateral stability. 0 M-3x93 111 9 ,n �i M-5x10 o �' '4 1 o M-3x4 M-5x6 M-1.5x3 ,1 6.00 6.00 p. 12 12 yl-00 2-09 l 5-01-12 l 5-05-12 ), cF J, y '<o Io, \� NGN� �/0 13-04-08 � "P...... ,e 87022PE JOB NAME : RT ENGLISH STEP 5 PLEX - G4 Scale: 0.2728 N� >� engdOB: GENERAL NOTES, untaop dherwla noeter ''''67 -o OR EG N o �<vti 1.Builder and erection contractor should be advised of al General Notes 1.TIN design N based only upon the parameters shown and is for an IndNidual7 Truss: G4 and Warnings before constmdon commences. building component.Applicability of design parameters and proper 2.254 compression web bracing must be In•taaad where show,e. Incorporation of component b the roaponsibdity of the OuWing designer. /^5 �'l9 1� �N 3.Additional temporary bracing b Insure debility during construction Z Design esamee the lop and bottom chordate be laleralty braced at l.O I' �� by Is the responsibility of the erecter.Additional permanent bracing of continuous she athing Rich in plywood sheathing(TCthely unless braced )and/or drylength S DATE: 7/1/2016 the overall structure Is the respoawglty of the building designer. 3.N Impact bridging or lateral bracing required where shown** A f-t a�" SEQ.: K2133042 4.No load should be applied to any component until after at bracing and a 44..Designion ethics are isedlnthe eanurespective ee�actor. m, fasteners are complete end at tune should any loads greater man assumestru design bade be applied to any component. iron and are or"dry condition'of use. TRANS ID: LINK 5.CompuTrrahas acontrol over and asuman noresponsibility for the 6.Design assumes EXPIRES:06/30/2017 nary. q fabrication:handling,shipment and Installation of components. 7.Design assume.adequate drainage Is provided. July 5,201 6 8.This design is Nmiehsd subject to the limitations set old by 8.Plates shag be opted on both faces of truss,and placed ao their center TPINVECA In SCSI,copies of which will be furnished upon request. Ines coincide with joint anter lines. 9.D9I1a indicate site of plata In Indies. MITek USA,Ing./CornpuTnls Software 7.6.7(1L)-E II.For basic connector plate design values we ENR-1311,EBR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 9.5" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 71 2- 7=(-387) 673 3- 7=(-284) 232 BC: 2x9 KDDF #15BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND; 2- 3=(-802) 199 7- 8=(-936) 753 3- 8=(-165) 150 3- 4=(-806) 313 8- 9=(-116) 159 9- =( 0) 175 2x6 KDDF #2 A LOADING 6 4- 5=( 0) 0 8- 6=(-410) 705 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 9- 6=(-564) 295 6- 9=(-547) 400 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PIF BEARING MAX VERT MAX HORZ BEG REQUIRED BRG AREA LL = 25 POP Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x9 BRACING AT 29"OC VON. FOR 0'- 0.0" -119/ 795V -115/ 230H 5.50" 1.19 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 13'- 9.5" -153/ 589V 0/ OH 4.00" 0.90 KDDF (1985) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. TOND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 M-1.5x9 or equal at non-structural MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" vertical members (uon). 11-11-11 1-04-13 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" 'f / f MAX LL DEFL = 0.038" @ 8'- 0.0" Allowed = 0.919" 2-09 5-00-11 4-02 1-04-13 MAX TL CREEP DEFL = -0.044" @ 8'- 0.0" Allowed = 0.629" 1' ' A 1' T MAX HORDE. LL DEFL = -0.021" @ 13'- 1.7" MAX HORIZ. TL DEFL = 0.025" @ 13'- 1.7" 8-00 T 1 12 5 Design conforms to main windforoe-resisting 9.00 7 system and components and cladding criteria. Wind: 140 mph, h=23.7ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, ** For hanger specs. - See approved plans (All Heights), Enclosed, Cat.2, Exp.O, MWFRS(Dir), load duration fforowi1.6, ...401 M-4x6 End vertical(s) are exposed to wind, Truss designed for wind loads M-3x4 in the plane of the truss only. 6 Note: Legdown not checked for any lateral loads. The design shall be reviewed and approved by Project Engineer or qualified building designer for lateral load and lateral stability.7 M-3x9Airill.111111...-.1:1700001°Mill:: � ti 1 x10 ,r, 0 0 1 7 o M-3x4 M-5x6 M-1.5x3 ** Q 6.00 6.00 12 12 l i y ' y ��90 PROF ss 1-00 2-09 5-01-12 5-05-12 J• r,�` 13-04-08 y ���� [i\vGI ��R /� 2 `r' 87022PE 9r'^ JOB NAME : RT ENGLISH STEP 5 PLEX - G5jyz Scale: 0.2429 WARNINGS: GENERAL NOTES, unlssatherwhe noted: IT N Truss: G 5 1.Bu/der and erection contractor ahouk be advised of all General Nates 1.This design is based onN upon the parameters shown and is reran lndNklual 'OJ, OREGON q, <v and Wamings before construction commences. bulking component.Applicability of design parameters and proper 2.244 compression web bracing must be installed where shown+, incorporation of component la the reeponsibldy of the building designer. A- ,a O 3.Additional temporary brachy to Insure stability during construction 2.Design assumes me lop and bottom chords to be laterally bead et �� �'V/g C `� Is the responsibility or the erector.Additional permanent bracing of 2'o.c.and et 10'c.o.respectively unless braced throughout Mak length by O •('� C -\P DATE: 7/1/2016 the overall structure h mere continuous sheathing such ea ptywood sheathing(TC)and/or drywal(BC). v A• H C R\ dponsiblity of the building designer. 3.24 Impact bddging or lateral bracing required where Mown++ �, SEQ. : K213 3 0 4 3 4.No load should be applied to any component until alter all bracing and 4.Installation ottruss la the responsibility orthe respective contract°. fasteners are complete and at no time should any loads greater than 5.Design tisanes Mines are to be used in a noncorrosive environment, TRANS I D: LINK design leads be applied to any component. and are fodry condition"muse. 5.Compri-1nm has no control over and assumes no responsibility for the 6. Design assumes Ng bearing at el euppoM shown.Shim or wedge If EXPIRES:06/30/2017 febdcatbn,handling,shipment and inetalhtion or components. ssary. 7.Design assumes adequate badrainage bprovided. ss, July 5,2016 6.This design h furnished lubjed to the limitations eel forth by 8.Plates shat be dated on both taus of truss,and placed as their center TPUWTCA In SCSI,copies of which nil be rum/shed upon request. Ines coincide with joint center lines. MITek USA Ina/CompuTrus Software 7.6.T(1L}E 9.Digits indicate size of plate in Inches. 10.For bridle cannedor plate design values see ESR-1311,ESR-1848(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 15-05-08 GIRDER SUPPORTING 20-11-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-4630) 732 1- 6=(-694) 3554 6- 2=( -402) 2816 4- 9=(-4788) 844 BC: 2x8 KDDF 61&BTR 2- 3=(-2080) 414 6- 7=(-688) 3520 2- 7=(-2532) 520 9- 5=( -94) 30 WEBS: 2x4 (DDE STAND; LOADING 3- 4=(-1560) 368 7- 8=(-240) 982 7- 3=( -190) 920 2x8 KDDF STAND A LL = 25 PSF Ground Snow (Pg) 4- 5=( -156) 194 8- 9=(-240) 982 7- 4=( -556) 3144 TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 15'- 5.5" V 8- 4-) -258) 1512 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 236.5)+DL( 209.2)= 445.6 PLF 0'- 0.0" TO 15'- 5.5" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"0C. UON. ADDL: BC CONC LL+DL= 2090.0 LBS @ 13'- 6.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES ) 0'- 0.0" -682/ 4286V -169/ 332H 5.50" 6.86 KDDF ( 625) NOTE: 2x4 BRACING AT 24"01 UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 15'- 5.5" -1003/ 5775V 0/ OH 5.50" 9.24 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. IC OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. 1r ( 2 ) complete trusses required. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 Attach 2 ply with 3"x.131 DIA GUN MAX LL DEFL = -0.038" @ 6'- 2.4" Allowed = 0.485" nails staggered: MAX TL CREEP DEFL = -0.097" @ 6'- 2.9" Allowed = 0.727" \/ 9" oc in 1 row(s) throughout 2x8 top chords, "se HANGER TO APPLY CONC. ,XVX` 9" oc in 2 row(s) throughout zxB bottom chords, LOAD(S)EQUALLY TO ALL MEMBERS. MAX HORIZ. LL DEFL = 0.007" @ ls'- 2.0" 9" oc in 1 row(s) throughout 2x4 webs. MAX HORIZ. TL DEFL = 0.013" @ 15'- 2.0" 12-00-11 3-09-13 6-09-03 5-06-08 1-05-09 2-01-09 Design conforms to main windforce-resisting T 1 1' 1 f system and components and cladding criteria. 12 Wind: 140 mph, h=23.7ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, M-9x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9.00 (7 3 =M-8x8 M-1.5x3 load duration factor=1.6, 4 5 - End vertical(s) are exposed to wind, 00-111 � !�, Truss designed for wind loads in the plane of the truss only. M-3x6 ti 0 rn 14\1111111 . M-5x16 0 1" 6 7 8 �9 1 M-3x10 M-8x10 0 M-9x12 -M-9x4 0900 y 6-02-07 y 5-06-08 i-o7 1-07-05 2-01-09 01 09 y \�'���NC,N��tl/ 15-05-08 4�� 870 2PE �9r JOB NAME : RT ENGLISH STEP 5 PLEX - GGIRD Scale: 0.2357 ^ [/� Ai WARNINGS: GENERALNOTES, untessdhervdrnoted: -!7 V'0 OREGO ^�+7 1.Builder and erection contractor should be advised of a General Notes 1.This design b bard Doty upon the parameters shown and Is for an IndkMwl 7 y Truss: GGIRD and Wassongs before construction commences. buildinInning eeepof component is of design parameters and proper �C ��B C R 1� Q� 2.2a4 compression web Dradng mud a installed where shown+. incorporation a wmpope n N me m rho responsibility of the sly building ed at esu. 3.Additional temporary bracing to Insure stability during construction 2•Design assumes the tap arty bottom moas to be laterally bread et O Ie the responsibility of the erector.Additional permanent bracing of T o.c,and et 10'Docs respectively unless braced throughout their length by continuous eheaming such as plywood sheeming(TC)and/or drywalS(BC). A. H Ela` DATE: 7/1/2016 the overall etruchae Is the responsibility of the building designer. 3,Be Impact bridging or lateral bradng required where drown e e SE 4.No mad should be applied to eny component until atter all bracing and 4.Installation of buss Is the responsibility dills,e.pedke contractor. Q•: K213 3 0 4 4 fedenen are complete and at no time should any loads greater then 5.Design assumes trusses are to be used Ina non-corrosive environment, end are for"dry condition^of use. TRANS I D: LINK sedan mala be applied to any component.6.Compurru.ha.no control over and assumes no reepondblly forme B.Design assumes me de.ring at an supports mown.slim or wedge If EXPIRES:06/30/2017 necearry. fabrication,handling,shipment end lneteletlon of components. 7.Design assumes edequate drainage is prodded. July 5,2016 8.This design is fumldwd subject to the limitations set forth by 8.Plates.hal be bated on both faces of truss,end placed so their center TPIWVFCA In BCSI,copes of which vdg be furnished upon request. 9.In..eindddte 4th center lines. of piste in inches. MITek USA,Inc.ICompuTrus Software 7.6.7(11)-E II.For bads connector plate design values see ESR-1311,ESR•toes(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 12-01-00 GIRDER SUPPORTING 13-04-08 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-2196) 306 1-6=(-357) 1631 6-2=( -131) 1069 BC: 2x6 KDDF #16BTR WEBS: 2x4 KDDF STAND; 2-3=(-1195) 216 6-7=(-355) 1612 2-7=( -973) 220 2x9 KDDF #16 BTR A LOADING 3-4=( -221) 252 7-8=(-212) 836 7-3=( -283) 1768 LL = 25 PSE Ground Snow (Pg) 4-5=( 0) 0 3-8=(-1616) 342 TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 12'- 1.0" V 8-4=( -234) 193 TC LATERAL SUPPORT <= 12"01. DON. BC UNIF LL( 142.2)+DL( 133.8)= 275.9 PLF 0'- 0.0" TO 12'- 1.0" V BC LATERAL SUPPORT <= 12"0C. 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) REQUIREMENTS OF IBC 2012 AND IOC 2012 NOT BEING MET. 0'- 0.0" -303/ 2090V -169/ 334H 5.50" 3.34 KDDF ( 625) Single member as shown. 12'- 1.0" -400/ 2090V 0/ OH 5.50" 3.34 KDDF ( 625) Hangers attached to the bottom chord BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP will have 1.5" max. nail penetration. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ** For hanger specs. - See approved plans 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. 4-04-15 3-08-03 3-08-03 0-03-12 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 T f f T T MAX LL DEFL = -0.028" @ 4'- 3.2" Allowed = 0.372" 12 MAX TL CREEP DEFL = -0.063" @ 4'- 3.2" Allowed = 0.558" 9.00 M-1.5x3 5 MAX HORIZ. LL DEFL = 0.007" @ 11'- 7.5" MAX HORIZ. TL DEFL = 0.012" @ 11'- 7.5" i Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.7ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x6 load duration factor=1.6, 3 End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 0 I N M-3x5 m 2 All "ILI'''. !in 0 JI 1e I 6 7 o M-5x10 M-3x6 -M-6x6 M-6x8 l y y y 4-03-03 3-06-07 4-03-07 y ��ta P R Q1c y 12-01 �<0 �NGINEFR /p ,Z.. 2 a- 87022PE v� JOB NAME : RT ENGLISH STEP 5 PLEX - HGIRD Scale: 0.3131 (..b. ....1.-1. 1:1, ^ WARNINGS: GENERAL NOTES, urleeedherwlae noted: N /N Truss: HGIRD 1.Bulderand erection contredorshould beadvised afalGeneral Notes I.This desgn4based onyupon the parameters Mownand l.for anIndividual �7 �A), OREG N cit-4<v� and Warning.before construction commences. building component.Applicability of design parameters and proper J5) z.2x4 compression wee bracing must be installed where shown+. Incorporation of component la the reeponelbltty of the building designer. .a/� 3.Additional temporary Miming to Insure stability during construction 2.Design assumes the top and bottom.Horde to be laterally braced al /11 � IJ ` is the responsibility of the erector.Addttbnst permanent bracing of 1 o.c.and et ie ex.raa;al6 ty unless braved throughout their length by O R `P DATE: 7/1/2016 the overall structure Is the re continuous sheathing such a.plywood sheething(TC)and/or drywel(BC). S ^, N c�\ epon.Ibnly of the building designer. 3.2,Impact bridging or literal bracing required where shown++ �l I-T[.. SEQ.: K213 3 0 4 5 4.No load should be applied to any component until after all bracing and 4.Installation of truss la the responaiblly of the respective comrador. fasteners are complete and at no time should any loads greater than 5.Design assumes Misses era to b.used Ina non-corroeNe environment, TRANS I D: LINK design bads be applied to any component. end are ton dry condtt on"of use. 5.CompuTrua hes no control over and assumes no responsibility for the 6.Design assume.Nl bearing at all supports shown.Shire or wedge if EXPIRES:06/30/2017 fabdcatlon,handling,shipment and Instelletlun of components. nece..a ss 6.This design Is furnished aub)ect to the limitations set fora by 8.elates shall n be bnleed nn both fan..ei truss,provided. placed.a their center July 5,2016 TPIMITCA In SCSI,copies of which veil be furnished upon request. Ines coincide with Joint center linea. MiTek USA,Inc./CompuTfDe Software 7.6.7(1 LFE g•Digits Indicate stn of plate In Inches 10.For basic connecter plate design value.see ESR-1311,ESR-lees(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 37 2-5=1-37) 51 3-5=(-210) 132 BC: 2x4 KDDF #16BTR SPACED 29.0" O.C. 2-2_33=(-84) 70 WEBS: 2x9 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 95.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -45/ 407V -23/ 7210 3.50" 0.65 KDDF ( 625) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 6'- 0.0" -42/ 270V 0/ OH 5.50" 0.43 KDDF ) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M-1.5x9 or equal at non-structural REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. vertical members (uon). GOND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP .. For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/290 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.067" Ln MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" MAX TC PANEL LL DEFL = 0.082" @ 2'- 11.6" Allowed = 0.332" MAX TC PANEL TL DEFL = -0.115" @ 2'- 11.6" Allowed = 0.498" 5-08-04 0-03-12 T . f MAX HORIZ. LL DEFL = 0.000" @ 5'- 8.2" MAX HORIZ. TL DEFL = 0.000" @ 5'- 8.2" 12 4.00 " Design conforms to main windforce-resisting M-1.5x3 system and components and cladding criteria. 4 Wind: 140 mph, h=l5ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, M-3x5 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, O. { Truss designed for wind loads M-3x5 00 in the plane of the truss only. M-1.5x9 n I Truss designed for 4x2 outloo ice rs. 2x4 let-ins 1 M of the same size and grade as structural top t 0 y I N chord. Insure tight fit at each end of let-in. Outlookers must be cut with care and are permissible at inlet board areas only. 2 sn 1 O Zi 6 o M-3x4 M-1.5x3 y 1 ), 5-08-04 0-03-12 y )' l 1-00 6-00 PRQ794GlNE4\87022PE ` JOB NAME : RT ENGLISHSTEP 5 PLEX - I1 Scale: 0.5771 N WARNINGS: GENERAL NOTES, unless otherwise noted: V. �A)s OREGO ti. Qw I.Bolder and erection conbador should be advised of el General Notes 1.This design Is based only upon the parameters shown and is for an individual Truss: Il and Wamings heron construction commences. butting component.Applicabilityis the of design pay often end proper �� ��� �!` �� • 2.2:24 compression web lancing must he installed where shown incorporation a component h the m chords of the binding designer. 3.Additional tampanry bracing to Insure debility during constNcibn 2.Design assumes the top end bottom chards to las laterally braved N O _` lathe real ansiblWy of the aAdor.Additional permanent bracingf 7 o.c.and et 10'o.c.reach.5*wood unless bncstl Ihloup rad/IMir iengm by SA. E. o continuous sheathing such as plywood sheatMng(TC)and/or drywel(BC). `` DATE: 7/1/2016 the overall structure Is the responsibility of the building designer. 3.2.Impact bridging or lateral bracing required where.mwn++ SE K2 13 3 0 4 6 4.Na wed should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respedNe centredor. Q• fasteners are complete and at no time should any bads greater than 5.Design assumes busses ere to be used in a noncorro.Ne envkonmem, design beds be applied to any componeH and are for'dry condition"of use. TRANS ID: LINK 6.Design easume.fulbearhaetalsupports shown.Shim orwedge it EXPIRES:06/30/2017 s.cempaTrae nes no control over oras ewumae no responsibility for me EXPIRES: fabrication.hendung,shipment and Installation or component.. 7.Design assumes adequate drainage is provided. July 5,2016 6.This design is famished subject to the limitations set forth by 6.Plates anal be located on both feces or truss,and placed so their cider TP WITEA in BCSI,copies of which MI be fumiehed upon request. lineB.Dies ehr Ine dicate trh joint of platnter e lines.in MITek USA,Inc./CompuTrus Software 7.6.7(1L)E 10.For basic connector plate design values sea ESR-1311,ESR-7886(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #15BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 37 2-5=(-37) 51 3-5=(-210) 132 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-84) 70 WEBS: 2x4 KDDF STAND 3-4-( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PIE' BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 95.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -45/ 907V -23/ 72H 3.50" 0.65 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" -42/ 270V 0/ OH 5.50" 0.43 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. IC OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.067" MAX TI, CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" MAX TC PANEL LL DEFL = 0.082" @ 2'- 11.6" Allowed = 0.332" 5-08-04 0-03-12 MAX TC PANEL TL DEFL = -0.115" @ 2'- 11.6" Allowed = 0.498" T f 1' MAX HORIZ. LL DEFL = 0.000" @ 5'- 8.2" 12 MAX HORIZ. TL DEFL = 0.000" @ 5'- 8.2" 9.00 " Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x3 4 Wind: 140 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 3 -/ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, ]I End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. .-i M O 1 N N 2 I ' 1: jralliMilli1M111MIPIIM co O 5 M-3x4 M-1.5x3 l l l 5-08-04 0-03-12 .6 ,6 y 1-00 6-00 <0- PR oFFss 2 `t' 870 2PE v1 JOB NAME : RT ENGLISH STEP 5 PLEX - I2 Scale: 0.5771 WARNINGS: GENERAL NOTES, unless otherwise parameters � ��REGO ,,,,1 V Truss: I 2 and W and.serer construction co be nceMd of ail General Notes bulling design is bawd only upon y the q elan,seven and p for en individual -- A and planings Delors canstrudbn commencas. buildIncorporation cmAppltoabilhy responsr design ibility of the proper J mos,!,/ 1� P� 2.2x4 compression web bracing must be installed where shown.. Incarpontlon of component h me rosponstbNhy of itis bulNllne designer. 113 E IR 3.Additional temporary bracing b Insure stability during construction 2.Deign assumes the top and bottom chords to be laterally t tonedet Is the responsibility of the ar=dor.Additional permanent bracing of T o.0.end al 10 a.c.respectively unless braced throughout malt length by DATE: 7/1/2016 meevereu.budurehmero responsibility �,,,,. rm,npant sit..mlrgwcn.spywood.ne.tbine(rc).na/orarywse(BE) A. HES won M Orme building ea. 3.2a Impact bridging or lateral bracing required when.mown.. SEQ.: K213 3 0 4 7 4,No load shoolo be applied to any component until neer all bracing and 4.Installation oftmaa Is the responsibility of the rawedhe contractor. fasteners are complete end at no time should any loads greater than B.Design assumes busses ere to be used in.non-corrosive environment, TRANS ID: LINK design bads be applied to any component. end are or"dry condition"oluse. 6.eemprTru has no control over and assumes no responsibility for the 6.Design assumes NN besting at of supports Moven.Shim or sedge if EXPIRES: 06/30/2017 usury. fabrication,handling,shipment and installation or rmmponents. 7.Design assume.adequate drainage h provided. July 5,20 6 6.Title design h furnished subject to me limitations cat forth by 8.Mates Mal be located on both farms of truss,and placed to their center TPDWTCA in SCSI.copies of which nil be furnished upon request. Ines coincide with Joint Usher linea 9.Digiti indicate sloe of piste in inches. MITek USA,Inc./CompuTrus Software 7.6.7)1L)-E to.For basic connector plate design value.sea ESR-13t1,ESR•198B(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #l6BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 37 2-5=(-31) 34 3-5=(-175) 115 BC: 2x4 KDDF #1NBTR SPACED 29.0" O.C. 2-3=(-71) 49 WEBS: 2x4 KDDF STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PIP 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" -44/ 366V -19/ 60H 3.50" 0.59 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 0.0" -35/ 225V 0/ OH 5.50" 0.36 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL "" For hanger specs. - See approved plans REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Ir OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/290 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" MAX TC PANEL LL DEFL = 0.036" @ 2'- 7.5" Allowed = 0.262" MAX TC PANEL TL DEFL = -0.047" @ 2'- 5.6" Allowed = 0.393" 4-08-04 0-03-12 1' 1' ' MAX HORIZ. LL DEFL = 0.000" @ 4'- 8.2" 12 MAX HORIZ. TL DEFL = 0.000" @ 4'- 8.2" 4.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, M-1.5X3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dio), 4 load duration factor=1.6, 3 End vertical(s) are exposed to wind, Truss designed for wind loads 'I in the plane of the truss only. N .-f ti ti I 2 in o 1 o �� 5 0 M-3x4 M-1.5x3 y l l 4-08-04 0-03-12 J• l l 1-00 5-00 0 PR ,`����NGN6 S/O 87022PE r` JOB NAME : RT ENGLISH STEP 5 PLEX - I3 ' fc\I Scale: 0.5900 NJ WARNINGS: GENERAL NOTES, when otherwise noted: T GREG N 'VO � N 1.Guider and erection contractor should be advised oral(tonere!Notes 1.This design is based only upon the parameters shown end 1.foram lndividuel A Truss: 13 tem Warnings before construction commence.. building component.Applicability of design parameters and proper 2.2x4 compression web bracing mug be Installed where shown incorporation of component N the responsibility of the building designer. �� /yp '`\ �� 3.Additional temporary bracing to insure stability during construction 2.Design..*otos the tap and bottom chords to be laterally braced at O EI �l is the responsibility f the erector.Additional permanent bracing of T Otte end et ea10'oto.Slain a plywoodly unless braced throughout rtdryeir length by Ny o continuous*settling*d,as g,..ming(TD)and er drywal(BC). A. Fie DATE: 7/1/2016 the overall structure R the raapunsiblW of the building assigner. 3.2e Impact bridging or lateral bracing required where shown.. 4.No load should be eppllad to any component until after an bracing end 4.Installation of trues le the responsibility of the respective contractor. SEQ.: K213 3 0 4 8 fasteners ere compete and at no time should any loads greeter than 5.Design*tomes basses are to be used in a noncorrosWe environment, TRANS I D: LINK design Reda be applied to any component. and Design for a,. ppowedge 6.compuT ne ha.no control over and assumes no responsibility for the 6.De; "'tea ' "" "'ehsnn.Shim e, " EXPIRES:06/30/2017 wry. fabrication,i.ndling,shipment and hsialheon of components. T.Design wanes adequate drainage is provided. July 5,20 s e.This design la furnished subject h the limitation set Rot,by B.Plates shat be located on both faces of truss,and placed so their center TPINVTCA In ECSI,copies of whioh WI be Unfilled upon request Ines coincide 54th Idnt center fines. 9.Digit.indicate see.(plate In inches. MITek USA,ince/CompuTrus Software 7.6.7(11)-E to.For**connector plate design values see ESR.1311,ENR.1988(MITch) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 4-00-00 GIRDER SUPPORTING 10-11-08 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-34) 37 4-5=(-60) 255 1-4=( -66) 30 2-6=(-371) 68 BC: 2x6 KDDF 016BTR 2-3=(-39) 37 5-6=(-60) 255 9-2=(-371) 69 6-3=( -66) 30 WEBS: 2x9 KDDF STAND LOADING 5-2=( -42) 383 LL = 25 PIE Ground Snow (Pg) TC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 4'- 0.0" V BEARING MAX VERT - MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 112.0)+DL( 109.6)= 221.6 PLF 0'- 0.0" TO 4'- 0.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -88/ 583V -60/ 600 5.50" 0.93 RIDE ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 4'- 0.0" -88/ 583V 0/ OH 5.50" 0.93 KDDF ( 625) Single member as shown. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Hangers attached to the bottom chord will have 1.5" max. nail penetration. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. ** For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.002" @ 2'- 0.0" Allowed = 0.103" 2-00 2-00 MAX TL CREEP DEFL = -0.004" @ 2'- 0.0" Allowed = 0.154" f 1' MAX HORIZ. LL DEFL = 0.000" @ 3'- 8.5" M-1.5x3 M-3x8 M-1.5x3 MAX HORIZ. TL DEFL = 0.001" @ 3'- 8.5" f- 1 2 3 - Design conforms to main windforce-resisting I 1 - - T1 system and components and cladding criteria. I II l Wind: 140 mph, h=20.lft, 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, 0 o Truss designed for wind loads ,I I in the plane of the truss only. ti 0 0 I N N 11 -/- , /- -,' 4>-� 5 6 M-3x4 M-1.5x3 M-3x4 1 l l 2-00 2-00 J.• y 4-00 �cr, PR oFee, �r,� �t1GIN `c•R /� 2 870 2PE r vv„ JOB NAME : RT ENGLISH STEP 5 PLEX - IGIRD Scale: 0.7317 '^ WARNINGS: GENERAL NOTES, unless otherv4ssnoted: N , +N Truss: I GIRD 1.Builder end era0lon contractor should be advised of e1 General Notes 1.This design is based only upon the parameters shown end Is for an Individual = �'Ox O R E G O q,. 44/ and Warnings before construction commences. building component.Applicability of design parameters and proper 2.244 compression web bracing must be Installed where shown*. incorporation of component is me responsibility of the baling designer. �C �i1��E R N� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chortle to be laterally braced at ��/ (* Is the respontlMlly of the erector.Additional permanent bracing of Z o.c.end at 10'ex.respectively unless trued throughout their length by Ch _ continuous bridging wen as plywood required s angordryWeA(BCI. V A. ucR` DATE: 7/1/2016 the overall structure is the responsibility of the building deals., 3.2v Impact Mdging or leterel bracing required where shown•+ el 1,G. SEQ.: K213 3 0 4 9 4.Ne bed should be applied to any component until alter all bredng and 4.Installation citrus 0 the responsibility of the respedie contractor. fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used in noncorrosive environment, TRANS ID: LINK design bade beapplied toany component. and are for"dry condition.eruse. 5.Command has no control over end assumes no responsialsy for the 8.Desitin assumes M bearing et all supports shown.Shim or sedge if EXPIRES:06/30/2017 fawutkn,handling,shipment end installation of components. necessary. 7.Pates assumes July 5,2016 6.This design is furnished wb)sa to the limitations set forth by B.Plates shall be located on born,ease o1 truss,and pleas so their career TPIWTCA M SCSI.copies of Which Wi1 be furnished upon request. Ines coincide with joint center lines. 9.Digits indkate sire of plate in inches. MITek USA,Inc./CompuTrus Software 7.6.7014.E 70.For beak connectorisle design Mgrs values sea ESR•131 t,ESR•7 g8S(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 3.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-68) 33 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"00. 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" -56/ 313V -19/ 72H 5.50" 0.50 KDDF ( 625) 1'- 10.9" -26/ 46V 0/ OH 1.50" 0.07 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 3.5" -20/ 24V 0/ OH 5.50" 0.04 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "on spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/290 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" 1-11-11 MAX BC PANEL LL DEFL = 0.002" @ 1'- 1.5" Allowed = 0.069" 1' 1' MAX BC PANEL TL DEFL = 0.001" @ 1'- 1.5" Allowed = 0.092" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 12 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 9.00 L Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.9ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 3 -, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads 0 in the plane of the truss only. to I 0 , o � cMAIMIIIMII 1 [ 0$1130 40E220 -, 0 M-3x4 y ), 1 1-00 2-03-08 'PROVIDE FULL BEARING;Jts:2,4,3 1 ��Q`�4 P R OFe, cc; ' `ANG'NSFR /0 ,c` 870 2PE c" JOB NAME : RT ENGLISH STEP 5 PLEX - IJ1 Scale: 0.6696 '^ WARNINGS: GENERAL NOTES, union otherwise noted: N(n , >\ 1.Bulderand erection contractor should beadvisedofalGeneral Notes 1.ThIsdesignisbandonly upon the parameters shown and Nfor anindividual -fs -t>„ OREGO tie �N Truss: IJ1 and Warnings before censtrudlen commends building component.Applicability of design parameters and proper h 2.2x4 compression web bracing mart be Installed where shown e. incorporation of component It Me rosponsiblly of the building designer. �/'� ��Q 1N ‘4 2. 3.Additional temporary bracing to insure debility during construction 2.Design assumes the lop and bottom chords to be laterally braced at 1.O !J la the responsibility o/IM erector.Additional M bracing o! T o.e.and el ICY c.c.respectively union brand throughout insh length by S german continuous sheathing ouch es plynood sheathing(TC)a Mown drywal(BC). v A. LI e+ DATE: 7/1/2016 the overall structure h the responsibility of the building designer. 3.2x hind bridging or Motel bracing required where Moven a o n SEQ.: K2133050 4.No road should be applied to any component We after all bradng and 4.Instillation tllnio wmr truss Is nbb.buwefithe nespPottus saemctor. fasteners are complete cod at no time should any loads greater than and gra for ume trusses are len. TRANS I D: LINK des gra roads be applied to any component. 8.Desiumes MI bearing at al supports Noon.Shim or wedge If Design ess 5.cempulrw has no control over and assumes no reeponsblly for the nec .„ary. p EXPIRES:06/30/2017 fabrkatbn,handling.Mipment end lnstalleson of components. 7.Design assumes adequate drainage is provided. July 5,2016 6.Thla design is furnished subject to the limitations oat forth by B.Plates Mal be located on both facet of bust,and placed so their center TPVVITCA In EC81,copes of which all be furnished upon request. Inas coincide with Joint center lines. 9.Digits indicate Nn of piste In inches. MiTek USA,Ino./CornpuTrus Software 7.6.7(1L)-E 10.For bask connector plate design values sus ESR-1311,ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 71 2-9=(0) 0 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-67) 33 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 45.0 PSF 0'- 0.0" -60/ 319V -19/ 72H 5.50" 0.51 KDDF ( 625) 1'- 9.2" -34/ 26V 0/ OH 5.50" 0.09 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -21/ 45V 0/ OH 1.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. . BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP I-OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003^ @ -1'- 0.0" Allowed = 0.100" 1-11-11 MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.054" .r IMAX BC PANEL TL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 12 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 9.00 7 Design conforms to main windforce-resisting system and componentsand cladding criteria. Wind: 140 mph, h=19.9ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 3 -1 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed forwind loads 0 in the plane of the truss only. 0 0 ti ti o I O KELSAI 40E:20 NI-3x4 y b l 1-00 2-00 IPROVIDE FULL BEARING;Jts:2,9,3 ,<<, ce,Ep PROpe„ �<0 �NGINEE�4 /p 2 `t- 87022PE �r' JOB NAME : RT ENGLISH STEP 5 PLEX - ISJ1 Scale: 0.6696 5. WARNINGS: GENERAL NOTES, unlessolhervdea noted: ``- Truss: ISJ1 1.Builder and erectionanbactor should be advised of aI General Notes 1.Tms design Is based only upon me parameters shown and is for en individual .�p `0 OR EG N q, A/ and Warnings before construction commences. building component.Applicability of design parameters and proper 7 T 'V 2.204 sompreesion web bredng must be Installed where shown+. Incorporation of component is the responsiblly of the building designer. /'a A I O 2.Design assumes the lop end bottom chords to be laterally braced at �t„• �'V/a ER ' j�� 3.Additional temporary bracing to Insure stability during construction T c.o.and et 10'c.c.respectively unless tweed throughout mak length by O `_ Is the responsibility of the erector.Additional permanent bracing of connnuoa sheathing each as plywood ahesthing(TC)malar dryweN(80). V.9 �t DATE: 7/1/2016 the overall structure Is the responsibility of the building designer. 0.W Impact bddgbg or lateral bracing required where shown.+ V r1, HE �'` SEQ. : K213 3 0 5 2 4.No load should be applied to any component until after all bracing and 4.Installation of buss la 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 Ina non-corrosive environment, TRANS I D: LINK design loads be applied to any component. and are rola"dry condition"Bl ase. 5.CompuTns has no control over and assumes no responsibility for the 6.Design assumes NA bearing at all supports shown.Shim or wedge II necessary. EXPIRES:06/30/2017 fabrkallon.handling. and Installation of components. 7.Design assumes adequate drainage Is provided. July 5,2016 e.This design Is furnishedshed subject to the limitations set forth by 8.Plates shell be boated on both feces of sues,and placed so heir center TPVWTCA In SCSI,copies of Which Nig be famished upon request. Ines coincide with joint center lines. MITek USA,Inc./Com uTrus Software 7.6.7 1 L E 9.Digits Indicate We of piste In Inches. p ( )• /0.For bask connector piste design values sae ESR.1011.ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN B'- 9.0" IC OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #14BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. system and components and windforoe= 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: 140 mph, h=21.6ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 45.0 PSF load duration factor=l.6, End vertical(s) are exposed to wind, Unbalanced live loads have been considered for this design. LL = 25 PSF Ground Snow (Pg) Truss dplineeo fth wind soons in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 9-09-08 9-04-08 I T T 12 12 IIM-9x4 '\]9.00 9.00 17 2 /0001N f o 0,-I I IO 0 a 1 ti ,-I f A 4 5 1 y l oo y 8-09 1-00 �S.<<, NFFR ,sl Qc� 29 87022PE r JOB NAME : RT ENGLISH STEP 5 PLEX — L1 Scale: 0.4760 N N y� WARNINGS: GENERAL NOTES, unless otherwise noted: SAT OREGON q, O�N 1.Bolder and erection oontrador should be advised dal General Notes 1.This design Is based only upon the parameters Mown and h for an Individual Truss: Ll and Wamings before censtrudwn commences. building component.Appkabfty of design parameters and proper g.Zt4 wmprostlon web bracing must be hMal ad where shown«, Incorporellon of component la the responsibility of the building designer. /^O `/48 E n .\l �� 3.Additional temporary bracing b Insure aablllly during construction 2 Design assumes the top and bottom chords to be laterally braced et �.O 1 le the responsibility f the erector.Additional permanent brae t z o.c.end a 10'o.c.respectively unless braced throughout Melr lenplh by S `N- y o Ing o continuous sheathing such as plywood shealhing(TC)and/or drywel(BC). A. Ll e` DATE: 7/1/2016 the overall structure Is the responsibility of me building designer. 3.2«Impact bridging or lateral bradng required where shown+4 r' 4.No ked should be applied to any component ural after all bracing and 4.Installation of buss is the responsibility of Ike respedma contractor. SEQ.: K213 3 0 5 3 fasteners are cempNte and a no time should any load.greater then 5.Design assumes busses are to be used w a nonconoays environment, TRANS I D: LINK design wads be applied to any oomponenl. end ere for"dry condition-c a.supports wedge 5.CompuTrus hes no control ever and assumes no responsibility forth. e.Dew somas full be.dn t g w n.amwn.shim or we If EXPIRES:06/30/2017 leery. fabricstion,handling,shipment and lnaaletion of components. 7.Design assumes adequate drainage Is provided. July 5r2O16 S.This design is furnished subject N the limitations set fort by B.plate.shag be located on both faces of truss,end placed so their center TPWYTCA in SCSI,copies of which will be furnished upon request. 9.lees Deers coincide incidta d sizeth oinofett center In lines. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-E 1o.For baste connector plate design values see ESR-1311,ENR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 8-09-00 GIRDER SUPPORTING 25-03-04 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-2216) 318 4-5=(-1956) 2026 4-1=(-2220) 296 5-3=( -666) 2358 BC: 2x6 ROOF #16BTR 2-3=(-2216) 318 5-6=(-1956) 2026 1-5=( -666) 2358 3-6=(-2220) 296 WEBS: 2x4 KDDF STAND LOADING 5-2=( -292) 1832 LL = 25 POE Ground Snow (Pg) TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 8'- 9.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 290.9)+DL( 252.7)= 543.6 PLF 0'- 0.0" TO 8'- 9.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -437/ 3203V -2000/ 2000H 5.50" 5.12 ROOF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'- 9.0" -437/ 3203V -2000/ 2000H 5.50" 5.12 KDDF ( 625) -'r ( 2 ) complete trusses required. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Attach 2 ply with 3"x.131 DIA GUN nails staggered: BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP \/) 9" oc in 1 row(s) throughout 2x4 top chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Ir OND. 2: Design checked for net(-7 pf) uplift at 24 " g oc spacin . _� /xvx` 9" oc in 2 row(s) throughout 2x6 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX TC PANEL LL DEFL = 0.036" @ 2'- 5.3" Allowed = 0.316" MAX TC PANEL TL DEFL = -0.022" @ 6'- 5.5" Allowed = 0.474" 4-04-08 4-09-08 f f f MAX HORIZ. LL DEFL = 0.004" @ 8'- 7.3" MAX HORIZ. TL DEFL = 0.004" @ 8'- 7.3" 12 12 9.00 p M-4x6 Q 9,00 0" 'COND. 3: 2000.00 LBS SEISMIC LOAD. 2 8 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.6ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(,) are exposed to wind, Truss designed forwind loads in the plane of the truss only. M-3x5 M-3x5 �O 4 111111111 o o 7 1 Asa fn [ ® 4► 5 1.---7-.....11, -/ M-3x8 M-7x8 M-3x8 .Jr . l 4-04-08 9-09-08 y 8-09 y ��F,ED PR J/ 9 <c=;Q �NGINEE.4 /Q 2 87022PE 9� JOB NAME : RT ENGLISH STEP 5 PLEX - LGIRD Scale: 0.9906 N /S WARNINGS: GENERAL NOTES, antes,otherwise rated: 1`- 3/ Truss: LGIRD 1.Builder and ereoton contractor should be advised or all General Notes 1.This design Is based only upon the parameters shown and is for an Individual "p' -o), O R EG N !L,4�/ and Wareigs before condrudbn commence.. building component.Applicability of design parameters and proper 2.2.4 compression web bracing mud be installed where shown e. incorporation of component is the roependbAuy of the bulking designer. �O 4A-� •Ny 3.Additional temporary bracing to brews debility during canetrudbn 2.Design and lU the top and bottom sired,to be throughout braced et 'V' E`R Is the rospensiblAy of the erector.Additional permanent bracing et 7 o.c.entl at 10'o.e,re ch Ce plywood unless braced Ihrouphod IMir length by 1.1_C. DATE: 7/1/2016 the Quenu structure is the responsibility continuous sheething such a,pywood sheet whereC)end/or drywall(BC). /t HE p;N eany amity of the bulking designer, 3.2a Impact bridging or lateral bracing required Moven.s A. SEQ.: K213 3 0 5 4 4.No load should be applied to am component until after all bracing and 4.Installation of Is the responsibility of the roepedlve contractor. teatener..me eem9eta and at no time ahsuld any leadS greater Sen 5.Design assumes trusses are to be aced lee rsrr.oerresiv.enoirennrasr, TRANS I D: LINK design bads be applied to any tamponed. entl are ter"dry condition"of use. 5.Campu7nro has no control over and assumes no responsibility for the 6.Design assumes NA bearing at all supports shown.Shim or wedge 11 memo. ase EXPIRES:06/30/2017 febrketion,handling,shipment and installation of components. 7.Design assumes adequate drainage 4 provided. J U I 5,20 1 6 6.This design Is furnished subJed to 6n limitations set form by 6.Plates shall be located on both faces of boas,and placed so their Ceder TPIM/rCA In BCBI,copies of which WI be furnished upon request. Anes coincide with pint center lines. 9.Dlgite indicate sloe of plate In Moires. MiTek USA,Inc./CompuTrus Software 7.6.7(9L)•E 10.For bade connector plate design values sea ESR-1311,ESR-1g88(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 9'— 8.0" ICOND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. TC: 2x9 KDDF #1SBTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #16BTR 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=22.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 95.0 PSF load duration factor=1.6, Unbalanced live loads have been End vertical(s) are exposed to wind, considered for this design. LL = 25 PSF Ground Snow (Pg) Truss designed forwind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Sable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 9-10 9-10 1 . T 12 12 IIsi-9x9 12.00 7 2 7,112.00 Als 1.11\ I f 411111111 _, f .r q 5 y 1-00 l 9-08 y 1-00 ��� PRpF�ss �D <0 ENGINE-h' , �' 87022PE 9<" JOB NAME : RT ENGLISH STEP 5 PLEX - Ni Scale: 0.3898 N WARNINGS: GENERAL NOTES, unless othemba noted: �A y s�. 1.Builder and erection contractor should be advised of at General Notes 1.This design Is based only upon me parameters shown and Is for an Individual 7 �, OR EG 0 ",9 "'l.1 Truss: N1 and wammgs before construction commences. building component.Applloebully of design parameters and proper .�� �A I$E IR 1� Q 2.244 compression web bracing must be Installed where shown v. incorporation or component is me ro.ponarouny Orme building designer. '✓, 3.Additional temporary bracing to Insure stability during conetructlon 2.Design sesames the tap and bottom chords to be laterally braced et O \'1* Is Are rosponsibllly of the erector.Additional permanent bracing of T Mlnuoua0.5.and ashaeMing such eta apt/wood eh ethingRCly unless braced a nNohout tlrywaA BCir length by Q `_ DATE: 7/1/2016 the moll Newlin k me responsibility elate budding designer. 3.2a Impel bridging or taterel bracing required where shown a* - •• HER SEQ.: K2133055 4.No load should be applied to any component until after all bracing and 4.Installation oOuselssth rose�bRtyalthsed In a npaaltta ce ontractor. fasteners are complete and at no time should any bads greater man ,rid g.furumas'dry consses reof mousb. TRANS ID: LINK design loads be applied to any component. 5.Design mimes full bearing alail supports stown.Shim orwedge u 5.Computer.has nocoMrolover and assumes noresponsibility for the nec „wry. EXPIRES:06/30/2017 fabrication,handling.shipment and lnsisilaaon of components. 7.Design assumes adequate drainage k provided. I 5,20,I 16 6.This design Is furnished subject to the limitations set forth by 6.Plates snap be located on both faces of truss,and placed so their center TPVWTCA in BCNI,copies of Mich will be fumlehed upon'squeal. Anes coincide with joint center lines. 5.Digits mdkate size of plate k inches. MITek USA,Inc./CompuTrus Software 7.6.7(1L)-E f0.For beak connector plte design values see ENR-1311,ES11-1088(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cpl=1.00 TC: 2x9 KDDF #1SBTR LOAD DURATION INCREASE = 1.15 1-2=( -6) 163 6-7=(-254) 228 2-6=(-57H) 172 BC: 2x9 KDDF #l&BTR SPACED 24.0" S.C. 2-3=(-397) 97 7-8=( -58) 69 2-7=( -32) 208 WEBS: 2x4 KDDF STAND 3-4=(-417) 112 7-3=( -30) 194 LOADING 4-5=( -6) 163 7-4=( -70) 277 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)5131,( 10.0) ON TOP CHORD = 35.0 PSF 8-4=(-578) 218 BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 45.0 PIP BEARING MAX VERT MAX HORZ BRG REQUIRED ERG AREA OVERHANGS: 15.0" 15.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 POP Ground Snow (Pg) 0'- 0.0" -69/ 630V -217/ 217H 2.50" 1.01 KDDF ( 625) ** Fox hanger 9'- 2.0" -69/ 630V 0/ OH 2.50" 1.01 KDDF ( 625) g specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.004" @ -1'- 3.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.005" @ -1'- 3.0" Allowed = 0.125" MAX LL DEFL = -0.004" @ 10'- 5.0" Allowed = 0.083" 4-07 4-07 MAX TL CREEP DEFL = -0.005" @ 10'- 5.0" Allowed = 0.125" f f f MAX TC PANEL LL DEFL = 0.144" @ 6'- 7.5" Allowed = 0.376" MAX TC PANEL TL DEFL = 0.142" @ 2'- 6.6" Allowed = 0.564" 12 12 M-4x6 12.00 17 12.00 MAX HORIZ. LL DEFL = 0.005" @ 8'- 11.5" 4,0" MAX HORIZ. TL DEFL = 0.009" @ 8'- 11.5" 3 AE nn A Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (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 \, M-3x4 e 7 Q m M-5x8 M 0 0 1 1 I N N O O I I N N f M-61*.5x3 M-1.45x3 ,3 6.00 6.00 N, 12 12 1 . y . , 1-03 4-07 4-07 1-03 1, y ��C�p PR pF ss 9-02 �<0 GIN /��. w �• 870 2PE �r JOB NAME : RT ENGLISH STEP 5 PLEX - N2 Scale: 0.3279 ,^ WARNINGS: GENERAL NOTES, uMeupotherwise rametenoted: � OREGO ti 4�(/� Truss: N 2 1•Balder end erection contractor should be advised of al General Notes I.This design is based only upon the parameters Moven end le for en mdlufdwl -� "G and Wamings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be Installed where"norm*. incorporation of component is me responsibility of the building designer. �^ �i1-� N� 3.Additional temporary bracing to insure daddy during construction 2.Design"s"um"s the top ash bottom chortle to be lelenlly brewed et (y r JV, E R Is the responsibility of the erector.Additional permanent bracing of T o.c.end at IP o.c.respedNely unless braced throughout Meir length by `` DATE: 7/1/2016 me overall arudure is the responsibility continuous sheathing such as pywoud sheathing(TC)and/or drywal(SC). OS A' H E�\ .ponsibAlty of the building designer. 3.yi Impact bridging or lateral bracing required where Moven*♦ rA SEQ. : K2 13 3 0 5 6 4.No load should be applied to any component until after all bradng and 4.Instillation of truss le the responsibility orihe respective contractor. fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are m dryconanon^orua.. 5.Compulnn has no control over and assumes no responsibility for the 8.Design as umaa NA bearing at all suppoNs shaven.8nlm or wedge If EXPIRES:06/30/2017 fabrication.handling,shipment and Installation of components. necessary. 7.Design assumesadequate othaeIs provided. July 5,2016 S.Thle design Is furnished subject to the limitations eat forth by H.Plates esti be Vacated o ted on bbothffaces truss,of and placed so melt center TPVWTCA In SCSI.espies of which will be furnished upon request. tiros coincide with joint center lines. Wee USA,Inc./Com uTrus Software 7.6.7 1 L E 9.Digits Indicate sin of pieta in Inches. P ( )- 10.For basin cementer plate design values see ESR-1311,ESR-1588(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-397) 115 4-5=(-214) 188 1-4=(-362) 141 5-3=( -43) 258 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-415) 137 5-6=( -58) 69 1-5=( -33) 208 6-3=(-362) 169 WEBS: 2x9 KDDF STAND 5-2=( -26) 184 LOADING TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)a-DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 45.0 PSF 0'- 0.0" -64/ 413V -180/ 180H 2.50" 0.66 KDDF ( 625) 9'- 2.0" -64/ 413V 0/ OH 2.50" 0.66 KDDF ( 625) •* Fox hanger specs. - See approved plans LL = 25 POE Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.054" @ 4'- 7.0" Allowed = 0.438" MAX TC PANEL LL DEFL = 0.144" @ 6'- 7.5" Allowed = 0.376" MAX HORIZ. LL DEFL = 0.005" @ 8'- 11.5" MAX HORIZ. TL DEFL = 0.008" @ 8'- 11.5" 4-07 4-07 1 .1 . Design conforms to main n windforce-resisting 12 12 system and componentsand cladding criteria. M-4x6 12.00 177 12.00 Wind: 140 mph, h=22.9ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 2 4.0" (All l Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), End vertical(s) are exposed to wind, il Truss designed for wind loads in the plane of the truss only. M-3x9 M-3x4 1 �� f y0 - s 0 r.1 M-5x8 Irn 0 0 i 1 co N o 0 I I N co I M-41: x3 M-1.`$'X3 Q 6.00 6.00 12 12 y 4-07 y 4-07 y �� p PR OFFS y 9-02 y �0 0NGINEF9 cS/ �' 87022PE r JOB NAME : RT ENGLISH STEP 5 PLEX - N3 Scale: 0.3281 N� l WARNINGS: GENERAL NOTES, unless otherwise noted: -tJ -'0 GREG N �O 0�+� 1.Balder and erection contractor should be advised of an General Notes 1.T O design h based only upon the parameters shown and Is for an Individual 7 Truss: N3 end Warnings before construction commences. building componenl.Applicability of design parameters and proper /,�Ip 2.2x4 compreaawn web bracing mat be Installed where shown*. incorporation of component la me responsibility onsite building assigner. C "'U ER 1\ P� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom Words to be late 50 braced at 0 Is site responsibility of she erector.Additionalpermanent bracing of T on and at 10 on.rospecasaly unless braced throughout their length by S g continuous sheathing such as plywood ng(TC)end/or drywall(BC). A, ri E`` DATE: 7/1/2016 the overeat smears la the reaponalbiny of the building designer. 3.a Impact bridging or lateral bowing required where shown*n I� SEQ.: K213 3 0 5 7 4.No load could be applied to any component until after all bracing and 4.Installation of trues Is the roaponalbnity of the respective contractor. fetanersaro complete and at no time should any bads greater than 5.Design assumes trusses ere to be used In a non.onoalve environment, TRANS I D• LINK design bads be applied to any component. end are sr'drysconanbn Q a�. p� ge 5.Compurras has no control over and assumes no responsibility for the 8.Design NI basin t n supports shown.Shim kr wed If EXPIRES:06/30/2017 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage a provided. July 5,2016 8.This design Is furnished subject to the limitations set forth by 5.Plates shat be bated on both facts of trues,and placed so their center TP WW0A in 81St,copies of whkh will be furnished upon request, ranee coincide with Joint canter linea 9.Digits Indbete Nze of plata b Inches. MITek USA,Inc./CompuTrus Software 7.6.7(1L)-E 1o.For baskconnector plate deign values we ESR-13(1.ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LIMBER SPECIFICATIONS TRUSS SPAN 9'- 2.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KODE #16BTR LOAD DURATION INCREASE = 1.15 1-2=( -6) 163 6-7=1-2256) 2253 2-6=1-1069) 851 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. WEBS: 2x9 KDDF STAND 2-3=(-1571) 1353 7-8=(-2256) 2253 2-7=(-1975) 1623 3-9=(-1571) 1353 7-3=1 -982) 1132 LOADING 9-5=1 -6) 163 7-9=(-1975) 1623 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 8-4=(-1069) 851 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 OVERHANGS: 15.0" 15.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0^ -828/ 1123V -2000/ 2000H 2.50" 1.80 KDDF ( 625) 9'- 2.0" -828/ 1123V -2000/ 2000H 2.50" 1.80 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.004" @ -1'- 3.0" Allowed = 0.083" MAX TL CREEP DEFL = -0,005" @ -1'- 3.0" Allowed = 0.125" MAX LL DEFL = -0.009" @ 10'- 5.0" Allowed = 0.083" 4-07 4-07 MAX TL CREEP DEFL = -0.005" @ 10'- 5.0" Allowed = 0.125" T f f MAX TC PANEL LL DEFL = 0.144" @ 6'- 7.5" Allowed = 0.376" 12 12 MAX TC PANEL TL DEFL = 0.192" @ 2'- 6.6" Allowed = 0.569" 12.00 V M-4x6 12.00 MAX HORIZ. LL DEFL = 0.037" @ 8'- 11.5" 3 4.0" MAX HORIZ. TL DEFL = 0.090" @ 8'- 11.5" A\ pICOND. 3: 2000.00 LBS SEISMIC LOAD. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=22.9ft, TCDL=6.0,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x5 M-3x5 241L. No M-5x8 m I o N I O I S, 1,16- 1(8 M-118 ,3 6.00 6.00 12 12 ) . 1 . 1 1-03 4-07 4-07y 1-03 tGP�E'9 PROFFS l 9 -02 c�<0 ,tJGIN `r/O 87022PE 17r-- JOB NAME : RT ENGLISH STEP 5 PLEX - NDRAG Scale: 0.3279 f1� WARNINGS' GENERAL NOTES, unless othervdse noted: 11 Truss: N DRAG 1.Builder and erection contractor shock be advised of al General Notes 1.Thle design N based only upon the parameters shown and h for an individual �' �A�, OR E G O cls �N and Wamings before construction commences. building component.Applkabillty o/design parameters and proper 2.1x1 compression web bracing must be installed Where Moven+. Incorporation of component N the responsbity of the building designer. 'AO '4 E R 1 +� 3.Additional temporary bracing to biota stability during construction 2.Design assumes the tap and bottom chortle to be tetenlly braced al ` Is the raaponsiNlty of the erector.Addltbnel permanent bracing of 1 o.c.and a110 0.0.rsapectWply unless braced Ihroug and/or dry tenglh by DATE: 7/1/2016 the overall structure is the responsibility of the building designer. antlnuous sheathing or such as plywood shaathing(TC)005 Codrywal(BC). lJ r CS\ 3.1x Impact bridging or NNW bracing required where shown+ A. `` SEQ. : K2 13 3 0 5 8 4.No load N,ould be applied to any component until alter all bracing and 4.Installation of truss is the reapo be of the anoorrNe contractor. fastener.aro complete and at no time should any loads greater than 5.DnNgn assumes twee.are to be used In a ronconoelve environment, TRANS I D: LINK des*loads be spoiled to any component. and are for dry condition"or use. 5.CompuTrus ha. Noumea no control over and eumea no responsibility for the 6.Oe Nagn�aswmes Ni bearing at all support.Moven.Shim or Waage If EXPIRES: 06/30/2017 fabrication,handling,shipment and installation of components. ry. 7.Design assumes adeq8.This design islumlehed subject to the.mtiatlons set forth by 8.Plates 5005 be boateduate on both facesdrainageiotruss,and placed so their anter .,U Iy 5,2016 TPI/WTCA in BCSI,copies of v.Tkh WN be furnished upon request. lines coincide oath joint center line. Wee USA Inc./CompuTrus Software 7.6.7(1 L)-E 9.Digits indicate.1..of plate in Inches. to.For bash connector plate design values we ESR-1311,ESR-7988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 9-02-00 GIRDER SUPPORTING 25-03-04 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-163) 211 4-5=(-257) 772 1-4=( -132) 61 2-6=(-1694) 421 BC: 2x8 KDDF #1&BTR 2-3=(-163) 211 5-6=(-257) 772 4-2=(-1694) 421 6-3=( -132) 61 WEBS: 2x9 KDDF #16BTR; LOADING 5-2=( -395) 2782 2x9 KDDF STAND A; LL = 25 PSF Ground Snow (Pg) 2x4 KDDF STUD BTC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 9'- 2.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC UNIF LL( 290.9)+DL( 252.7)= 543.6 PLF 0'- 0.0" TO 9'- 2.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TC LATERAL SUPPORT <= 12"OC. UON. 0'- 0.0" -576/ 2812V -290/ 29016 5.50" 4.50 KDDF ( 625) BC LATERAL SUPPORT <= 12"OC. UON. BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9'- 2.0" -576/ 2812V 0/ OH 5.50" 4.50 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. Single member as shown. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. I Hangers attached to the bottom chord will have 1.5" max. nail penetration. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.037" @ 4'- 7.0" Allowed = 0.275" ** For hanger specs. - See approved MAX TL CREEP DEFL = -0.082" @ 4'- 7.0" Allowed = 0.412" 4-07plans 4-07 MAXMAX HORIZ. TL DEFL = 0.004" @ 8'- 10.5" M-1.5x3 M-5x8 M-1.5x3 1 2 3 -1' Design conforms to main windforce-resisting 0 4 - 0 system and components and cladding criteria. Wind: 140 mph, h=23.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MW£RS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. + , 1 +I, B ' •-I 1 9 ��A A m 0 m I ( I Y 1 / I ZI 111\��I- t_ 5 -/ 4 M-7x12 M-4x12 M-7x12 J' y y (G9` PROFS 4-07 4-07 y 9-02 y ���, ONG�NE�R s/�iy 47 87022PE mf''" JOB NAME : RT ENGLISH STEP 5 PLEX - NGIRD Scale: 0.3208 WARNINGS: GENERAL NOTES, Mess otherwisa noted: -l'7 �A� OREGO f�O v� 1.Bulder ant erection contractor should be advised of al General Notes 1.Thi.deelgn b based onty upon the perametere shown and la for an Individual J Truss: NGIRD .MNhning before conatrudloncommences bumm�9AmponeM.Appoo.antyofaslenparameters and woper FM �a �'� p�4 2.2r4 gall salon web bracing must be Installed where shown+. isoaprellon of campaneM h ins rosponslbtily of ma bulMing daalgner. 3.AddHbnel temporary bracing to Insure stability during°°^ah°°Ik^ 2.Dealgn aawmse the lop ant bottom chords to los laterally braced e1 O ` le the responsibility of the erector.Additional permanent bracing f 7 o.c.and et 10'o.c.rcueS cc eM unless braced Ihrouphoul(heir kngM by S rj g° oontirwous shestMng or such as plywood sheathing(TC)erM/or drywal(eC). /q H�� DATE: 7/1/2016 the overall structure la the responsibility of the building designer. 3.W impactbddging or latent bracing required where shown 4. S D' 4.No load should be applied to any component until alter all booing and 4.Mediation of truss la the responsibility of the respective contractor. Q• K213 3 0 5 9 fasteners an compete and at no time should any loads greeter than .Design assumes trusses are to be used in a non-corrosive environment, and are for"dry condition"of use. TRANS I D: LINK design bade be applied to any component.5.CompuTrua has no control over and assumes no responsibility for the 6.Design assumes NI beefing et aR suppo s Arson.Shim or wedge If EXPIRES:06/30/2017 rye fabrication,handling,ahipnem and installation of components. 7.Design assumes adequate drainage Si provided. July 5,2016 e.This design Is furnished sub)ed I.the limitations sat form by 5.Plates anal be loaded on both!ares of truss.and placed coo their center TP WVTCA In SCSI,copies of which coli be furnished upon request. Ines coincide with point center tines. 9.Digits indicate sire of plete in Indra. MITek USA,Ina./CompuTrUS Software 7.6.7(1L}E 1a.For bask connector plate design values see ESR-1311,ESR-1958(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 29 "oc spacing. TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. ICOND. 3: 150.00 PLF SEISMIC LOAD. I WEBS: 2x9 KDDF STAND; Design conforms to main windforce—resisting 2x4 KDDF #16HTR A LOADING LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 95.0 PSF Wind: 190 mph, h=23.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), LL = 25 PSF Ground Snow (Pg) load duration factor=1.6, End vertical(s) are exposed to wind, M-1.5x9 or equal at non—structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads vertical members (tion). REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Note:Truss design requires continuous bearing wall for entire span UON. 6-04-07 5-08-09 '1 1' 1' 12 9.00 7 M-1.5x3 5 M-3x6 401 oogor /o/o/o -, 3 4ef A i rn o VA'I I,T 1 I Ca M-165x3 M—ix6 M-3x4 y y y ���EO P R OFFss 6-02-11 5-10-05 y1 coy 12-01 0—3 �<0 �C1GINF,p /0 '' 87022PE /9v JOB NAME : RT ENGLISH STEP 5 PLEX — PlAFW Scale: 0.2716 CV WARNINGS: GENERAL NOTES, unless othenMee noted: Truss: P 1AFW 1.Builder and erection contractor should be advised of all General Notes I.This design Is based only upon theNa parameters shown end is for an Indiotluel �—s� SAT OR EG O r, �U� and Warnings before construdbn commends. building component.Applicability of design parameters and proper J 2.254 compression web bracing must be installed where shown e. incorporation of component b the roeponsibAlly of the bolding designer. IP^O�A . ER 4 if �"? 3.Adtllienel temporary bracing to insure siablltty during construction E Design assumes the top end bottom drone to be latently braced al `7 'V, Is the responsibility of the erector.Additional permenerd bracing of 2'e.e.and a110'e.e.respectively ureides braced throughout their length by `\��s DATE: 7/1/2016 the overall structure h the responsibility of the building designer. 3.2t roped bridging or well el braas cing required where sheathing/7C) ♦drywel(BC) A, t..I ER" SEQ.: 1?2 13 3 0 6 0 4.No load should be applied to any component until after all bracing end 4.Installation of trop is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a nonanrreaie environment, TRANS I D: LINK design bads be applied to any component. and are for"dry condition"of use. 5.Compurns has no control over and aewmea no responsibility for the 8.Ding assumes NI bearing H aft supports Mown.Shim or wedge if EXPIRES:06/30/2017 fabrication,handling.shipment end inetallation of components. y 7.Desigd. 8.This design is furnished subject to e Sr.tide limitation.set forth by 8.Psnshag be!massumes eted one both faces off trudrainage isvsss,end placed so their center July 5,2016 TPbWFCA In SCSI,copies of which MAI be furnished upon request. Ines oeindde vAdi Ohl center linea MiTek US Inc./Com uTrus Software 7.6.7(11_)•E 9.Digits intend size of plate b inches. A p 10.For basic connector plate design value°see ESR-131 f,PER-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 20'— 11.0" 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. —7 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 'COND. 3: 150.00 PLF SEISMIC LOAD.---1 BC: 2x4 RODE' #14BTR SPACED 24.0" O.C. WEBS: 2x9 KDDF STAND; Design conforms to main windforce—resisting 2x9 KDDF #1s 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: 140 mph, h=24.9ft, TCDL=6.0,BCDL=6,0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PIP (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dix), load duration factor=l.6, LL = 25 PSF Ground Snow (Pg) End vertical(s) are exposed to wind, NOTE: 204 BRACING AT 29"OC UON. FOR Truss designed for wind loads ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Note:Truss design requires continuous bearing wall for entire span UON. M-1.5x4 or equal at non—structural vertical members (uon). 2-10-03 6-07-10 11-05-03 T 2-08-03 6-11-11 5-05-13 5-09-05 T T T f T 12 12 9.00 Q 9.00 M-4x6 M-7x8 M-3x4 I, 1 M-3x6 LLIIIIIIIIIIIIIII7 �0 r A .� x8 ,as Io ro f- � __-. to 6 M-3x10 0.25"8 M-3x6 IIM-4x4 M-3x5 M-5x6(S) y ��Q,Ep PROFfi, y l l l r. 2-06-07 7-09-15 5-05-13 5-05-13 Co y cNGiNEE,� we, y 20-11 a� 870 2PE 9, JOB NAME : RT ENGLISH STEP 5 PLEX - P1BFW Scale: 0.2053 ia� [/' WARNINGS: GENERAL NOTES, unless otherwise noted: ��AT OREGO t'y Ali 1.Builder and erection conirador should be advised of el General Notes 1.This design Is based only upon the parameters shown and is for an Individual Truss: P 1 B FW end WmMngs before construction commence.. building component.Applicability of design parameters and properincorporatio �� ���E R �� ` 2.2.4 compre Won web bredng must be installed where Moven v. Design man a component Is the c o chords of the ally bra designer. ` `'=1 3.Additional temporary bracing to Insure stability during construction 2.Design manes the tap and bottom chortle to W laterally braced et O _ P Is the responsibility f the erector.AddHbnal permanent bracing of T o.e.and et 10 o.c.respectively unless •brecatl throughod tiwir length by V `'y N o continuous sheathing such es plAvood sheathing(TC),Host drywal(BC). A' HE s DATE: 7/1/2016 me overall etructure is the responsibility of the building designer. 3.2.Impact bridging or NNW bracing required where show,. SE K213 3 0 61 4.No load mould be applied to any component until erten all bracing and 4.Installation o°mruss Is the reapeneiblBy of the reapeuwe centred°, Q•: fasteners are complete and at no time should any loads greater then 5.Der trusses are to be used in a non-corrosive environment, and ere kr"dry condition"of use. derpn bads be applied to any component. TRANS ID: LINK A compuTmehasno°ontroloverandassumesnoresponrmlityforth. 6��9,;,'°wen°'""be'""°"'°>upp°"'m°wnShim°`wedge" EXPIRES:06/30/2017 ry fabrication,handing,shipment and Installation of components. 7.Deeign assumes adequate drainage is provided. July 5,2016 8.This design Is furnished subled to the limitations set bent by S.Plates me"be boated on both faces of buss,and placed as their center TPLWTCA In BC51,copies of which MIA be furnished upon request. Ines coincide wit)o IM centerlines. 9.Digits Indkata size of plate in Inches. MITek USA,Inc./CompuTrus Software 7.6.7(1L)-E M.For beW 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 3'— 6.0" ICOND. 2: Design checked for net(-7f uplift TC: 2x9 KDDF 916BTR LOAD DURATION INCREASE = 1.15 psf) P at 24 "oc spacing. BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 'COND. 3: 150.00 PLF SEISMIC LOAD. I WEBS: 2x4 RIDE STAND LOADING Design conforms to main windforce—resisting TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF system and components and cladding criteria. BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 95.0 PSF Wind: 190 mph, h=20.6ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), LL = 25 PSF Ground Snow (Pg) load duration factor=l.6, M-1.5x4 or equal at non—structural End vertical(s) are exposed to wind, vertical members (cora). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Note:Truss design requires continuous bearing wall for entire span UON. 3-06 T T 12 9.00 7 M-1.5x3 4 01 A11 ����A6 M-1.5x3 ) ) l ) 1-00 3-06 0-03 ,(<,, s:,) P R pF�ss �,. SNC''INEFR /O '' 870 2PE 9v oe JOB NAME : RT ENGLISH STEP 5 PLEX - P1CFW Scale: 0.5996 ,^ CV WARNINGS: GENERAL NOTES, untase otherwise noted: N raw Truss: P1CFW ndWamingebeforeconsrudbnBuilder and erection contredor commenceeuld be �tlofaAGenaalNotea buildingcompanen.Applican Is based onN bilityafn the�designparerameters shown nrotenantldlppreppemlMlvldWl �A� OREGON f�� 4L� 2.2x4 compression web bracing must be installed where shown*. Incorporation of component is Me responsibility of the building designer. �' Fj4h SER 1� �� 3.Additional temporary bracing a Inure shbll8y during construction 2.DeNgn assumes the top as bottom chords to be laterally braced et Is the rosponstelty of me erector.Additional permeant bracing of T o.c,and el 10'c.c.raepectivety unless braced throughout their length by Q DATE: 7/1/2016 the overall structure Is the raspondblln of the building designer. continuous Meslhing such as plywood Msetldnp(TC)and/or tlryweA(BC). O.(1 ^NP T g 3.2x Impact bridging or lateral bracing required where show,+• V r` SEQ.: K2 13 3 0 62 4.No load should be rippled to any component until after all bracing and 4.Installation of Inns Is the reaponsibnof the eapectNa centred°, fasteners are complete and et no time should any loads greater than B.Design assumes h1183.are to be used In a an-corrosive environment. TRANS ID: LINK design loads be applied to anyaamponent. and are for conditionarum. 5.CompuTrus hes no control over and assumes no responsibility for the 6.Desitin assumes fug bearing at all supports Mown.Shim or Wedge If EXPIRES:06/30/2017 ebrketlon,handling,shipment and Installellon of components. 7.Design assumes necessary. 8.This design Is furnished subject tome limitations set for by S.Plates shell be located on both faces of ate drainage Is provided. 6. placed w mak liter July 5,2016 TPIMTCA In BEN,copes of which will be furnished upon request. Ines clneide with ltt center line. 9.Digits Indicate size of plate in Inches. MITek USA,Inc.iCompuTrus Software 7.6.7(1 L)-E Io.For basic connector plate design values see ESR-131 t,ESR-1988(Welt) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF N1EBTR LOAD DURATION INCREASE = 1.15 1- 2=( -7) 30 2- 9=(-23) 297 9- 3=(0) 193 BC: 2x4 KDDF 016BTR SPACED 24.0" O.C. 2- 3=(-936) 96 9-10=(-27) 287 6-10=(0) 143 WEBS: 2x4 KDDF STAND 3- 9=( 0) 0 10- 7=(-23) 297 LOADING 3- 6=(-287) 95 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=( 0) 0 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSI 6- 7=1-936) 96 TOTAL LOAD = 95.0 PIP 7- 8=( -7) 30 NOTE: 2x4 BRACING AT 29"OC UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -60/ 418V -37/ 37H 5.50" 0.67 KDDF ( 625) OVERHANGS: 8.0" 8.0" 8'- 2.0" -60/ 418V 0/ OH 5.50" 0.67 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. I Unbalanced live loads have been GOND. 2: ne"i,gn rherked fnr net(-7 yell uplift at 24 "nr "hoeing. considered for this design. 2-07-11 2-10-10 2-07-11 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/290 MAX LL DEFL = -0.000" @ 0'- -5.1" Allowed = 0.044" f fMAX TL CREEP DEFL = -0.000" @ 0'- -5.1" Allowed= 0.067" 2-09-11 0-06 2-10-10 0-06 2-09-11 MAX LL DEFL= -0.013" @ 5'- 10.0" Allowed= 0.242" f MAX TLMA0.0" Allowed= 0.362" XXCREEP LL DEFL = -0.000" @ 8'- 17.1" Allowed = 0.044" MAX TL CREEP DEFL = -0.000" @ 8'- 7.1" Allowed= 0.067" 2-04 2-04 1' 1' I ' MAX HORIZ. LL DEFL = -0.002" @ 7'- 8.5" 12 12 MAX HORIZ. TL DEFL = 0.003" @ 7'- 8.5" 9.00 7 Q 9.00 Design conforms to main windforce-resisting system and components and cladding criteria. M-4x6, M-4x6 Wind: 140 mph, h=20.2ft, TCDL=6.0,BC DL=6.0, ASCE 7-10, 3 • (All Heights), Enclosed, Cat.2, Exp.B, MWFAS(Di c), load duration factor=l.6, 1! .4111111 ill �O �� End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. N O 1 4-05-11 II Truss designed as a Piggyback. Structural truss is below. .IAI 11 2x9 stripping required at 24"oc where continuous bearing is shown. Join to bottom section of truss with 2-16d nails and top w` 9 10 section with 2-16d toenailed tostripping. Stripping spaced at 2'-0" oc maximum. Connections are e for vertical gravity loads only. M-3x4 M-3x5 M-3x5 M-3x4 y y y b y� 2-07-15 4-02-03 2-07-15 ll Cc0 PROFps 0-02-03 a o2 0-02-03 wC '�NGlNE .'4 5/qt. i' 87022PE r JOB NAME: RT ENGLISH STEP 5 PLEX - P2CAP N� ," Scale: 0.4858 7 SAT OREGON ti9 Q� WARNINGS: GENERAL NOTES, unless otMrwss noted: 1.BUNder and erection conlredor should be advised of ate General Notes 1.This design is based only upon Sr.parameters shown and b for en individual FMB R �� �� Truss: P2CAP and Warnings before construction commences. building component.Apolcabillty of design parameters and proper O 2.2s4 compression web brewing must be Installed where shown•. Incorporation o!component NIM reeponstbNtY of the building designer. (y 3.Additional temporary bracing to Insure stability during construction 2 Design aesumae the top and bottom chords to M laterelty breatl al V /N. H t'�'i le IM responsibility f the erector.Additional permanent bracingf e o.c.end al l P o.c.rsapeca.ey ansae braced throughout their length by �1 V-7 G y o permaa o continuous sheathing such as pywood sheathing(TC)and/or drywaN(BC). DATE: 7/5/2016 the overall structure Is the responsibility of the budding designer. 3.2z impact bridging or Weal bracing required where shown•• No bed should be applied to est component until ager all bracing and a.Installation of sun is the raaponsibHity of the respective contractor. SEQ.: x213 3 0 6 3 4.("tenets are eompsle and at no time Mould any Nada greater than 5.Design assumes tunes ere to be used in a nen.corresme environment' EXPIRES:06I30/2017 TRANS I D• LINK design bads be applied to any component. 8.Design are assumes NA bearing i g at all supports shown.Shim or wedge If an. 5.CompuTNs has no control over and assumes no responsibility for the De'g asumeJuly 52016 ry fabdcatbn,handling.shipment and lnstalletion of components. 7.Design assumes adequate drainage Is provided. S.This design N fumislad subject to the limitations set lath by 8.plates shall be scaled on both faces of has,and placed so their center TPIIWfCA In SCSI.espies of which al be furnished upon request. linea coincide with joint center Ines. 9.Digits Indian airs of piste in Indus. MiTek USA lnc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values as.108-1311,ESS-SSHE(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 37'— 0.0" ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. I TC: 2x9 RODE' #1&BTR; LOAD DURATION INCREASE = 1.15 ICOND. 3: 150.00 PLF SEISMIC LOAD. I 2x9 DF 2900E T1, T5 SPACED 29.0" O.C. BC: 2x9 KDDF Design conforms to main windforce—resisting STAND WEBS: 2X9 KDDF STAND LOADING LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF Wind: 190 mph, h=25ft, TCDL=6.0,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=1.6, LL = 25 PSF Ground Snow (Pg) End vertical(s) are pexosed to wind, NOTE: 2x9 BRACING AT 24"OC UON. FOR Truss designed for wind loads ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Note:Truss design requires continuous bearing wall for entire span UON. M-1.5x9 or equal at non—structural vertical members (uon). 15-04-11 6-02-10 15-04-11 1' 4 1 1' 7-11-04 7-03-07 6-06-11 7-03-07 7-11-04 I 4 I 1 1' 1' 12 12 9.00 1;77 M-4x6 ''M-6x6 Q 9.00 4 7 r'. M18HS-5x16(S) 0.25" NM1BHS_5x16(S) .25" + + 0 .i 27/ Z '.411111N. ,� if- moo c r M-1 5x3 M— ....... 9 „ ,,, , ,,,,, 4 l0 1.00° 9 x8 M-ix6 M-1175x3 \ to M-4x6 M-3x5(S) M-4x6 1 Y i l l y 7-09-08 7-03-07 6-11-15 7-01-11 7-09-08 GPFy y y 4N `r17-aa zo-oa <3 0. -6,/0c6, 1-00 37-00 1-00 tC/ 2"v a 87022 F'; : JOB NAME : RT ENGLISH STEP 5 PLEX - P2FW Scale: 0.1911 �a V CV ' - WARNINGS: GENERAL NOTES, unless otherwise noted: aJ' (A 1.Builder and erection contractor should be advised of all General Nates 1.This design la based only upon the parameters shown end Is tar en Individual ' ' ),. OR G O N rya <v� Truss: P2 FW and Warnings before constmdion commence.. building component.Applkadlly of design parameters and proper 2.2a4 compreeNon web bracing must be Installed where shown+. incorporation of component is me rseponstblllN of me building designer. 'C �J�/yQ ER 1` N� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes ms lop end bottom chords to W lateralrreag0N bncetl at 1.• •`O A` is me responsibility of the erector.AdtlllbMl permanent bracing of 2'•.c.and at 1E'rin.respectively unless braced throughout Mak length by _ DATE: 7/1/2016 the overall stricture la the responsibility of the building designer. 3. Impactconln bridginguous eming such as bracing relywood sheathing(TC)where a earnand/c tlrywsA(BC). A' He 1 C:�� or lateral required shown++ �1 (-1 L SEQ.: K2133064 4.No teed slcwald be epplledte any ceepanent until stencIl bracing end 4.lnstsieten at trues laths raspensiblity of ho nespectlaa neetrede,. fasteners era complete and at no time should any loads greater man 5.Design eesume•trusses are to be used Ina non-corrosive environment, design bads be applied to any component. and are for'dry condllbn"of use. TRANS ID: LINK 8.Deaghassumes NIbearing atall supports Moon.Brim or wedge If EXPIRES:06/30/2017 5.CompuTrus Ms no control over and assumes no responsibility for the fabrication.handling.shipment and installation of components. necevery. 7.Pence wanesdbuss,d. July 5,2016 8.This design b furnished subject to the limitations sat forth by 8.Plates shat be located on both faces of Inas,end placed so their center TPWVICA in ECM,copies of wnkh will be furnished upon request. lines coincide with joint canter lines. MiTek USA,into/Com uTrus Software 7.6.71L E10.ForbDigits Malanector patepNtInignval P ( .Dorbastccate aloe of Int vahies see ESR-1317,ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 37-00-00 GIRDER SUPPORTING 9-02-00 FROM 26-00-00 TO 37-00-00 IBC 2012 MAX MEMBER FORCES 4WR/D0F/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 70 2-12=(-302) 3320 12- 3=( 0) 290 9-17=(-129) 1334 BC: 2x6 KDDF #1&BTR 2- 3=(-4348) 536 12-13=(-304) 3316 3-13=( -382) 189 WEBS: 2x9 ROOF STAND LOADING 3- 9=(-3926) 602 13-14=(-224) 3096 13- 4=( -82) 292 LL = 25 PSF Ground Snow (P9) 4- 5=(-3750) 658 19-15=(-292) 3528 4-14=( -974) 278 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 37'- 0.0" V 5- 6=(-2974) 534 15-16=(-522) 9702 5-14=( -350) 2082 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 26'- 0.0" V 6- 7=(-3952) 714 16-17=(-738) 5562 14- 6=(-1492) 328 BC UNIF LL( 89.6)+DL( 91.7)= 181.2 PLF 26'- 0.0" TO 37'- 0.0" V 7- 8=(-4956) 880 17-10=(-790) 5576 6-15=( -220) 1192 OVERHANGS: 12.0" 12.0" 8- 9=(-6094) 1008 15- 7=( -982) 2798 ADDL: BC CONC LL+DL= 2812.0 LBS @ 25'- 9.5" 9-10=(-7248) 1098 15- 8=(-3380) 730 10-11=( 0) 70 8-16-) -684) 3666 �,,i- BOTTOM CHORD CHECKED FOR A 20 PIP LIMITED STORAGE 16- 9=(-1094) 260 ( 2 ) complete trusses required. LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. Attach 2 ply with 3"x.131 DIA GUN THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA nails staggered:XX LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 9" oc in 1 row(s) throughout 209 top chords, 0'- 0.0" -396/ 3053V -276/ 276H 5.50" 4.89 KDDF ( 625) 9" oc in 2 row(s) throughout 2x6 bottom chords, 37'- 0.0" -819/ 5269V 0/ OH 5.50" 8.42 KDDF ( 625) 9" oc in 1 row(s) throughout 2x9 webs. ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/290 MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed= 0.067" MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed= 0.100" MAX LL DEFL = 0.090" @ 25'- 6.2" Allowed= 1.203" 000 HANGER TO APPLY CONC. MAX TL CREEP DEFL = -0.296" @ 25'- 6.2" Allowed= 1.804" LOAD(S) EQUALLY TO ALL MEMBERS. MAX LL DEFL = -0.001" @ 38'- 0.0" Allowed= 0.067" MAX TL CREEP DEFL = -0.001" @ 38'- 0.0" Allowed= 0.100" MAX HORIZ. LL DEFL = -0.022" @ 36'- 6.5" MAX HORIZ. TL DEFL = 0.060" @ 36'- 6.5" 13-09 9-06 13-09 6-02-02 5-07-02 1-11-12 4 -09 4-09 1-11 -12 5-07-02 6-02-02 Design conforms to main windforce-resisting system and components and cladding criteria. 12 M-5x6 M-3x9 M-5x6 12 Wind: 190 mph, h=29.aft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 9.00 7' 6 Q 9.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), aA - k load duration factor=1.6, M-3x4 NM-4x6End vertical(s) are exposed to wind, Truss designed for wind loads , in the plane of the truss only. M-3x9 \ -i + +I N. / 00�I 12 13 4 ,5 o -3x5 M-1.5x3 M-3x4 b.25" 0.25/ M-6x6 M-1.5x3 M-3x8 0l Q;�D PR OFF M-7x8(S) M-7x8(S) ,,3 ,4GIN Edd�/0 l l y y ). 2812# y y 1 , 6-00-06 5-05-06 2-05 9-02-08 2-05 5-05-06 6-00-06 ,, ,, �� 87 02 2 P E 9C" 1-00 37-00 1-00 JOB NAME: RT ENGLISH STEP 5 PLEX - P2GIRD w ,c N Scale: 0.1411 �.o>,, OR EG N tie k/ WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder end erection contractor should be advised of all General Notes 1.This design le based only upon the parameters Moven end l for an individual "P FMB ER 1'� P�4 Truss: P2GIRDand Wembg.babreconstrualoncommences. buildmgcomponent.Applicability ofdesgnparameters and proper O 2.2x4 compression xwb bracing must be installed otters shown n lncorparetion of component Is the responsibility of the building designer. Cl 7.Additional temporary bracing to insure stability doing construction 2.Design assumes the lop and bottom chards to be laterally braced al V Is the roeponstbily of the erector.Additional permanent bracing of 2'o.e.su at 1 O Data raapectNety unless braced throughout their length by A. H E continuous sheathing such as plywood sheathing(7C)and/or drywaN(BC). DATE: 7/5/2016 the overon structure Is the responsibility of the building designer. 3.sir Impact bndgIng or lateral bracing requires where Mom++ SE K213 3 0 6 5 4.No load should be applied to any component until ager all bredng end 4.Installation of trues Is the reapen.lblllty of respective contractor. 4•' fasteners ere complete and at no time should any loads greater than 5.Design assumes trusses ere to be used Ina non.00rm.Ne environment, EXPIRES:06/30/2017 sedan bees be applied to any component end are for•dry condition.of use. TRANS I D: LINK d CompuTw hes no control over and assumes no responsibility for the e,Design assumes NA bearing at ail supports shown.Shim or wedge If July 5,2016 febdcatbn,handling,shipment and Installation of components. N'ry' T.Design assumesbe adeduadequate drainage io pruss,an e.This design Is furnished subject to the IanlAHlane set forth by 8.Plates sisal be bated on both faces of truss,end pieced es their center TPINJfCA in SCSI,copies of whkh vd.be furnished upon request. Anes coincide with Joint center lines. 9.Digits indicate etre of plate b codes. MiTek USA,ince/CompuTrus Software 7.6.7(1L(E 18.For bask connector piste design values see ES11-1311,ESR•1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 37-00-00 GIRDER SUPPORTING 9-02-00 FROM 26-00-00 TO 37-00-00 IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF k16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 70 2-12=(-302) 3320 12- 3=( 0) 240 9-17=(-124) 1334 BC: 2x6 KDDF N15BTR 2- 3=1-4348) 536 12-13=1-304) 3316 3-13=1 -382) 184 WEBS: 2x4 KDDF STAND LOADING 3- 9=(-3926) 602 13-14=1-224) 3096 13- 9=( -82) 242 LL = 25 PSF Ground Snow (Pg) 4- 5=1-3750) 658 14-15=1-292) 3528 4-14=1 -979) 278 TC LATERAL SUPPORT <= 12"OC. VON. TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 37'- 0.0" V 5- 6=(-2979) 539 15-16=1-522) 4702 5-19=1 -350) 2082 BC LATERAL SUPPORT <= 12"OC. VON. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 26'- 0.0" V 6- 7=(-3952) 719 16-17=(-738) 5562 19- 6=(-1442) 328 BC UNIF LL( 89.6)+DL( 91.7)= 181.2 PLF 26'- 0.0" TO 37'- 0.0" V 7- 8=(-4956) 880 17-10=1-740) 5576 6-15=1 -220) 1192 OVERHANGS: 12.0" 12.0" 8- 9=1-6094) 1008 15- 7=1 -982) 2798 ADDL: BC CONC LL+DL= 2812.0 LBS @ 25'- 4.5" 9-10=(-7248) 1098 15- 8=(-3380) 730 10-11=1 0) 70 8-16=) -684) 3666 ( 2 ) complete trusses required. BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 16- 9=(-1094) 260 Attach 2 ply with 3"x.131 DIA GUN LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. nails staggered: THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BBS AREA 9" oc in 1 row(s) throughout 2x4 top chords, LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 9" oc in 2 row(s) throughout 2x6 bottom chords, 0'- 0.0" -396/ 3053V -276/ 276H 5.50" 4.89 KDDF ( 625) 9" oc in 1 row(s) throughout 2x9 webs. 37'- 0.0" -819/ 52649 0/ OH 5.50" 8.92 KDDF ( 625) ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. *** HANGER TO APPLY CONC. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 LOAD(S) EQUALLY TO ALL MEMBERS. MAX LL DEFL = -0.001" @ -1'- 0.0. Allowed= 0.067" MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed= 0.100" MAX LL DEFL = 0.090" @ 25'- 6.2" Allowed= 1.203" MAX TL CREEP DEFL = -0.296" @ 25'- 6.2" Allowed= 1.804" MAX LL DEFL = -0.001" @ 38'- 0.0" Allowed= 0.067" MAX TL CREEP DEFL = -0.001" @ 38'- 0.0" Allowed = 0.100" MAX HORIZ. LL DEFL = -0.022" @ 36'- 6.5" MAX HORIZ. TL DEFL = 0.060" @ 36'- 6.5" 13-09 9-06 13-09 6-02-02 5-07-02 1-11-12 4-09 4-09 1-11-12 5-07-02 6-02-02 Design conforms to main windforce-resisting 1 1 f f f f T 1 T system and components and cladding criteria. 12 M-5x6 M-3x4 M-5X6 12 Wind: 190 mph, h=24.3ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 9.00 76 Q 9.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), <! Q load duration factor=l.6, M-3x4 NNN End verticals) a exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x4 + + +I4 . + +/ z. 0 0 ,IN -3x5 M-1.5x31M-3x4 U.25" 0.2545 M16x8 M-1175x3 M-3x8 1 0 ���`�° P R�F�ss CD M-7x8(5) M-7x8(S) �\C� `GIIN�F� /O y l 1 l y �2@lza y .1' `_ 2'9 , , 6-00-06 5-05-06 2-05 9-02-08 2-05 5-05-06 6-00-06 y l �' 8 70 2 2 P E v' 1-00 37-00 1-00 / JOB NAME : RT ENGLISH STEP 5 PLEX - P3GIRD " Scale: 0.1411 s` �•oT ti>OREGO ' kii WARNINGS: GENERAL NOTES, unless otherwise noted: Av ♦ Truss: P3GIRD 1.Balder and erection contractor should be advised Pal General Notes 1.This design Is based only upon the parameters shown and h for an individual A- l cO and Warnings before construction commences. balding component.Applicability of design parameters and proper �� �'✓/8 E.R 1 2.204 compression web bredng must be Installed where shown 5. Incorporation of component Is the responsibility of the building designer. O� `P 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chortle to be laterally braced et ^ HE Is the responsibility of the erector.Additional permanent bracing al 7 o.c.and at 10'o.c.respectively unless braced throughout Meir length by /� [. DATE: 7/5/2016 the overall structure Is the responsibility of the bugs designer. 28 lop om sheathing laterh vie plywood to air a Mere angor drywel(Bc). Won building g 3.28 loped bridging or B.rel bredng required where shown++ SEQ.: K213 3 0 6 6 4.No bad should be applied to any component until after all bracing end 4.Installation of truss Is the responsibility Sn se of the respedee contractor. shouldfasteners are compete and at no time any loads greater then 6.Design assumes w. are es to be used in e nen-corrawe environment, EXPIRES:06/30/2 017 n beds be pp TRANS ID: LINK design applied to any and are for'dry condition'.of use. ,t6 ycomponeM. 6,Design assumes full bearing at ell supports shown.shim or wedge if 5.compurrus has no control over and assumes no responsibility for the necosea Jul y 5,20 16 febdcetbn,handling,shipment and instillation of components. 7.Design assumes adequate drainage is provided. 6.This design Is haniahed subject to the limitations set forth by 8.Plates shall be betted on both faces of truss,end placed so their center TP WVECA in SCSI.copies of which veil be famished upon request. Ines coincide with joint center lines. MiTek USA,Inc./Com uTrus Software 7.6.7 1L E 5.Digits indicate she of plate in Inches. P ( )- 10.For basic connector plate design values see ESR-1311,ESR-I988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 25'- 3.2" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( -21) 18 8- 9=(-406) 390 8- 2=(-1247) 361 6-11=(0) 273 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2- 3=( -907) 289 9-10=( -97) 630 2- 9=( -297) 1049 WEBS: 2x9 KDDF STAND; 3- 9=( -304) 253 10-11=(-169) 1045 3- 9=( -91) 130 2x9 DF STAND A; LOADING 4- 5=( -675) 307 11- 7=(-167) 1097 9- 9=( -771) 290 2x9 KDDF #16BTR B LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=( -990) 323 4-10=( -97) 398 DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1476) 275 10- 5=( -68) 255 TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 95.0 PSF 10- 6=( -503) 244 BC LATERAL SUPPORT <= 12"OC. SON. LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -176/ 1198V -386/ 212H 5.50" 1.89 ROOF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 25'- 3.2" -178/ 1194V 0/ OH 5.50" 1.83 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 0-05-08 MAX LL DEFL = 0.039" @ 11'- 7.5" Allowed = 0.812" MAX TL CREEP DEFL = -0.072" @ 11'- 7.5" Allowed = 1.218" 03-09 9-06 13-06 f f ' 'f MAX HORIZ. LL DEFL = -0.014" @ 24'- 9.8" 1-09-12 4-09 4-09 6-06-09 6-11-07 MAX HORIZ. TL DEFL = 0.029" @ 24'- 9.8" 12 12 Design conforms to main windforce-resisting 9.00 F7 Q 9.00 system and components and cladding criteria. M-5x6 M-3x4 M-5x6 3 4 5 Wind: 190 mph, h=25.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Q� �C Todd duration factor=1.6, M-3X4 1111111111111111111111111110 End vertical(s) are exposed to wind, 1 p Truss designed for wind loads �, in the plane of the truss only. 1 1 M-3x4 Ln ,i i Blii I co C /- \WERMai=======MSIMM=MIMWM6114=MMMINIMIMMEMEM=M;IMMEM=MSEM=M1111=WM" g**M-1.5x3 0.25"1D M-115x3 M-3x4 **7 0 M-3x8 M-exe(s) �p PR Or y 2-05 y 9-02-08 . y 6-10-01 y 6-09-11 •S' INE�,9�'5O7 1 25-03-04 870 2PE �, nI JOB NAME : RT ENGLISH STEP 5 PLEX - P4 Scale: 0.2060 'a� WARNINGS; GENERAL NOTES, unless olherwlee noted: N1\ y` N I.Bolder and aroctbn contractor should be advised of NI General Nates 1.This design Is based only upon the parameters shown end Is for an IndMdual -f' AT OR EGO n�' Truss: P4 and Wamings before construction commences. building component.Applicability of design parameters and proper //''�� . 2.2a4 compression web bracing moat be Installed where shown*. incorporation of component is the responsibility of the sitybuilding designer. �1..' �""O E R '� P� 3.AddNbMl temporary bracing to Insure stability earn#canslNdbn 2.Design assumes the top and bottom chords to be latently braced at O ` Is the reepoaldlty of the erector.Additional M bracing f 2'o.c.and et 10'o.c.rospedNely unless brsced throughout their length by S - permane g o continuous sheathing such se plywood ng(TC)and/or drywal(BC). A' He DATE: 7/1/2016 the overall structure Is Me to any component of the building designer. 3.Zr Impact bridging or lateral bracing required where Yawn t* SEQ.: K213 3 0 67 4.No bad shame be applied m any component until after all bracing and 4.Design len of truss Is int responsibility of the respectNe co.rador. fasteners ere complete and at no time should any loads greater than 5.Design assumes trusses era to be used In a non-corrosive environment, design loads be implied to any component. 5. aro for'dry condition^of use. TRANS I D: LINK 5.CompuTrus Ms no control over and eeeumas no responsibility ar the e. egnwaswmes NN bearing al all supports shown.Shim or susses 0 EXPIRES:06/30/2017 O, fabrication.handling,shipment and bstailetbn of components. 7.Design assumes adequate drainage is provided. July 5,20 I V 8.This design Is Nmiehed subject to the limitations set forth by 8,Plates shall be bated on beth faces citrons,and placed so Mew center TPINSICA in SCSI,copies of which coil be Nmiahed upon request. linea coincide with joint center lines. 5.Diggs indicate Me of plate In Inches. Milek USA,Ino.ICompuTrus Software 7.6.7(1L)-E to.For MSc connector pate design veins see ESR-1311,ERR-7888(MTM) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0" 'GOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 'COND. 3: 150.00 PLF SEISMIC LOAD. WEBS: 2x4 KDDF STAND LOADING Design conforms to main windforce-resisting TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF system and components and cladding criteria. BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF Wind: 140 mph, h=25.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, TOTAL LOAD = 45.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), LL = 25 PSF Ground Snow (Pg) load duration factor=1.6, End verticals) are exposed to wind, M-1.5x4 or equal at non-structural Truss designed for wind loads vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL g REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Note:Truss design requires continuous bearing wall for entire span UON. 13-09 9-06 13-09 T 4 4 4 7-02-07 6-06-09 4-09 4-09 6-06-09 7-02-07 4 4 4 1' T I '1 12 12 9.00 f7 M-5x6 M-3x4 M-5x6 4 5 6 Q 9.00 M-3x6M-3x6 +8 + ;+ +@ • i '..k- 4". o / o of 1 000" 11 ii 41 4 M-19 5x3 100.25" 0.25"11 M-1125x30 M-4x6 M-5x8(S) M-5x8(S) M-4x6 7-00-11 6-10-01 9-02-08 6-10-01 NC,.- �'- (jIINE� /� y ys 1-00 37-00 st, R 2 ,c• 87022PE /�v JOB NAME : RT ENGLISH STEP 5 PLEX - P5FW Scale: 0.2324 N WARNINGS: GENERAL NOTES, unless otherwise noted: 11 1.Builder and erection contactor should be advised of al General Notes 1.This design b based only upon the parameters*hong,and h bran Individual "3 1, OR EGO tis kr; Truss: P5 FW and Warnings before construction commence. building component.A neat is of design parameters and proper 2.2a4 compression web bracing must be Welled where shown+. Incorponllon o!component is the rosponsiblhy of the building designer. $'448 �\ �� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced etClf Is the rogamlbllty of the erector.Additional permanent bracing of 7 o.c.and at 15 do.respectively unless braced throughout their length 1Z . N' : 7/1/2016 the overall structure is the reSe I moue aging or such..aplywoodcing required ah.aning(rc)ewor dryw.l(Bc S ^' u C i` eponsibihy of the building designer. 3.2a Impact badging or literal bracing required where shown.+ �1 !1 G� SEQ.: K213 3 0 6 8 4.No bad should be applied to any component until after all bracing and 4.Installation of i uss Is the neaponsiblily of the respective contractor. faaenats are template and at no time should any bads greater than 5.Design assumes truss.s are to be used ins non-corrosive environment, TRANS ID: LINK design bads be applied to any component. end ere for"dry condition.of use. 5.CompuTms has no control over end assumes no responsibility for the 6.Design assumes ION bearing at al supports Mown.Shim or wedge if EXPIRES:06/30/2017 neAp,as. fabrication,handling,shipment end Ileltibn ofcomponents. 7.Design assumes adequate drainage la provided. July 5,2016 6.This design b furnished subject to the limitations set fort by 8.Plates shah be boated on both laces of buss,and placed so their center TP WJTCA In SCSI,copies of which will be furnished upon request. Ines coincide with Joint anter lines. 9.Digits indkete sire of plate In inches. MITek USA,ince/CempuTru9 Software 7.6.7(1L)-E to.For bask connector plate design value.see ESR-1311.ESR-7988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2X9 KDDF #1bBTR LOAD DURATION INCREASE = 1.15 1-2=( -7) 30 2-6=(-555) 709 6-3=(0) 177 BC: 2x4 KDDF #L&BTR SPACED 24.0" O.C. 2-3=(-562) 300 6-9=(-555) 704 WEBS: 2x9 KDDF STAND 3-9=(-562) 300 LOADING 4-5=( -7) 30 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 TOTAL LOAD = 45.0 PEP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 8.0" 8.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -135/ 491V -1225/ 1225H 5.50" 0.79 KDDF ( 625) 8'- 2.0" -135/ 991V -1225/ 1225H 5.50" 0.79 KDDF ( 625) M-1.5x9 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL vertical members (uon). REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICORD 2' Desic h k d f t(-7 f) lift at 24 ypacinc. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/290 MAX LL DEFL = -0.000" @ 0'- -5.1" Allowed= 0.094" MAX TL CREEP DEFL = -0.000" @ 0'- -5.1" Allowed= 0.067" 4-01 4-01 MAX LL DEFL = -0.000" @ 8'- 7.1" Allowed= 0.044" MAX TL CREEP DEFL= -0.000" @ 8'- 7.1" Allowed= 0.067" 'I MAX TC PANEL LL DEFL= 0.019" @ 5'- 9.1" Allowed= 0.295" 4-09 4-09 MAX TC PANEL TL DEFL= 0.061" @ 5'- 9.2" Allowed= 0.443" MAX BORIZ. LL DEFL = 0.006" @ 0'- 5.5" 12 IIM-9x4 12 MAX HORIZ. TL DEFL = -0.006" @ 0'- 5.5" 9.00 17 Q 9.00 34.0" Ah. ICOND. 3: 150.00 PLF SEISMIC LOAD. 1111Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=20.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. '' 1NOW Truss designed as a Piggyback. Structural truss ii below. 2x9 stripping required at 29"oc where continuous bearing is shown. loin to bottom section of truss with 2-16d nails and top 7.4ysection with 2- 6d toenailed to stripping. Stripping spaced at SO2'-0" oc maximum. Connections are for vertical gravity loads only. M-3x4 M-1.5x3 M-3x4 l 1 l 4-09 4-09 0-02-03 8-02 0-02-03 �,����NG N EPR �cS/0 2 ,C 87022PE �,9�" JOB NAME : RT ENGLISH STEP 5 PLEX - P5FWCAP CV Scale: 0.4858 } n� WARNINGS: GENERAL NOTES, unless othenvdsenoted' �� OREGO "VO Q� 1.Balder and erection contractor should be advised of al General Notes 1.TN.design la based only upon the peremetere shown end le for en individual -57 4:>, d s.44�ER �� �� Truss: P5FWCAP and Warnings before oonatnwtbn common... building component.Applb.bslty of design parameters end proper l •O 2.204 compreedon Web bracing must be installed where Mown+, incorporation of component h the responsibility of me building designer. 3.Additional temporary bracing to Inure stability during construction 2.Design saunas the tap and bosom chorda to be laterally braced at A. HEY,' Is the respeneiblIty of the erector.Additional permanent brewing of 2 ntinuouseWreathing reeucch es plywood sheathing(TC)and/or drywallBCctbreN unless braced throughout their length). DATE: 7/5/2016 the overall structure a the reeponsiblfty of the building designer, 3.Is Imp.d bridging or sterol bracing required Moire shown s" S E K2 13 3 0 6 9 4.No bad should be applied to any component until after all bracing and 4.Installation of truss Is the reeponslbNry of the respective contractor. 4• feeenorn are compete and at no time should any loads greater then 5.Design assumes buaes are to be used e e noncerrosNe environment, design Nada be applied b any component. and are for"dry condition'of use. EXPIRES:06/30/2017 TRANS ID: LINK 8.Design assumes full binningMve binning et el supports o .Shim or wedge if 5,CompuTrushaancontroloverandswum.noreeponaldllyforthe July 5,2016 febrkalbn,handling,shipment end installation of components. wary 7.Dates sal es aced on both faces a Is prodded. 8.Thle destpr Is Nmlstnd subject to the Amhalbns set Soil:by S.Plates Mal be bested on bon feces of true,and placed as mak center TPVWTCA in SCSI,copes of Which*AI be fumlehed upon request. Ins coincide with pint center lines. 9.Digits Indicate Are of plete In inches. MITek USA,Inc./CompuTrus Software 7.6.7(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 37'— 0.0" ICOND. 2: Design checked for net(-7 psf) uplift at 29 'oc spacing. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. GOND. 3: 150.00 PLF SEISMIC LOAD. WEBS: 2x9 KDDF STAND LOADING Design conforms to main windforce—resisting TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF system and components and cladding criteria. BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF Wind: 190 mph, h=26.8ft, 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, LL = 25 POP Ground Snow (Pg) End vertical(s) are exposed to wind, M-1.5x4 or equal at non—structural Truss designed for wind loads vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 4ote:Truss design requires continuous bearing wall for entire span DON. 13-09 9-06 13-09 T T T T 7-00-04 6-08-12 4-09 4-09 6-08-12 7-00-04 4 4 4 T 4 T 4 12 12 9 00 F M-5x6 M-3x4 M-5x6 Q 9,00 IP 40 4 5 6 M-3x6 M-3x6 ,. // \\ -14 -/// 44 \\ .i- + M-4x8 M-7x8 2 f 1 + / ± � 0 o vo tot o 0 O '11N f- —� 5V4 role --. ` _y.(V 9 M—ix8 M-Yx8 M-3x5(S) M- x8 M13x8 14 M-5x6 M-5x6 l 1 l l 1 l 6-08-12 7-02 9-02-08 7-02 6-08-12 y y 17-00 y 20-00 ) �,����NG'P E$••tom/ 1-00 37-00 y 44 �17 8702PE ( c= JOB NAME : RT ENGLISH STEP 5 PLEX — P5FWRH Scale: 0.1922 �y '^ WARNINGS: GENERAL NOTES, unless othervdse noted: `j SI / 1... Truss: P rJ FWRH 1.Balder end erection contractor should be advised of al General Note. 1.This design Is based only upon the parameters Shown and is for an individual 7 Aj, OR EG O tis OCH and Warnings before cen.hudbn commences. building component.Applicability of design parameters end proper ' s 2.254 compression web bracing must be Instated when shown«, Inarponibn of component b IM naponsibgtiy of the building designs!. `A' �� P� 3.Additional temporary bracing a enure stability during construction 2.Design assumes the top and bottom chorda to be letenily braced at C� .II''Q ER a the responsibility of gra erecter.Additional permanent bracing of 2'o.c.and el sheathing e o.c.respectively unless bncad throughout tr dry length by 0,0 a DATE: 7/1/2016 the overall structure is the ra eibq I Me building designer. Is)ep.continuous edging e,such as plywood requiredeheatwhere antler tlrywaN(BCj. �.e q�E�`' rope^ by a ng 3.2s Impact bridging or lateral bracing where Mown«« f"1 SEQ.: K2 13 3 0 7 0 4.No lead should be applied to any component until after all bracing and 4.In.talatlon of truss is the responsibility of the napedoe contractor. fasteners an complete and at no time should any roads greater than 5.Design assumes trances ere to be used In a noncorrosive environment, TRANS ID: LINK design beds beapplied to any component. and are for"dry condition"of use. 5.CompuTrue has no control over and assumes no reepensiblNy forth. 8.Design auumes NI bedding al an copperas Mown.Shim or wedge If EXPIRES:06/30/2017 necessary. .a p fabrication.handling,shipment a inateegan of component.. 7.Designassumes adequate drainage a provided. July 5,2016 6.This design Is furnished cooled to the Probations set forth by 8.Plates chap be Baled on both faces of truss,and placed so Mak center TPIIWICA In SCSI,apes of which will be famished upon request. lines coincide with pint center lines. 9. indicate etre of plate in Whom MITek USA,Ino,iCom uTrus Software 7.6.8 1L E 1N Fe,basic connector pelt design values sea ESR-737 7,ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 71 2-10=(-270) 1803 10- 3=( 0) 279 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2317) 402 10-11=(-271) 1802 3-11=(-513) 239 WEBS: 2x9 KDDF STAND 3- 4=(-1821) 439 11-12=(-235) 1448 4-11=(-136) 706 LOADING 4- 5=(-1326) 418 12-13=(-271) 1711 11- 5=(-262) 112 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-1326) 418 13- 8=(-270) 1712 5-12=(-261) 112 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1821) 439 12- 6=(-136) 706 TOTAL LOAD = 45.0 PSF 7- 8=(-2317) 402 12- 7=(-514) 239 OVERHANGS: 12.0" 12.0" 8- 9=( 0) 71 7-13=( 0) 279 LL = 25 PSF Ground Snow (Pg) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -259/ 1785V -279/ 279H 5.50" 2.86 KDDF ( 625) 37'- 0.0" -259/ 1785V 0/ OH 5.50" 2.86 KDDF ( 625) IC OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" MAX LL DEFL = 0.085" @ 18'- 6.0" Allowed = 1.203" MAX TL CREEP DEFL = -0.173" @ 18'- 6.0" Allowed = 1.804" MAX LL DEFL = -0.002" @ 38'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ 38'- 0.0" Allowed = 0.100" MAX HORIZ. LL DEFL = -0.045" @ 36'- 6.5" MAX HORIZ. TL DEFL = 0.075" @ 36'- 6.5" 13-09 9-06 13-09 7-02-07 6-06-09 4-09 4-09 6-06-09 7-02-07 Design conforms to main windforce-resisting f 1' '1 'f f 1' , system and components and cladding criteria. 12 12 Wind: 140 mph, h=25.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, M-5x6 M-3x9 M-5x6 9.00 7 4 5 6 Q 9.00 (All Heights), Enclosed, Cat.2r Exp.Br MWFRS(Dir), End vertical(s) ae exposed to wind, Truss designed forwind loads in the plane of the truss only. M-3x4 ,,4 o All Adl II M-3x5 M-11 5x3 10.25" 0.25"2 M-115x3 M-3x5 o C licl1yr P R Open M-5x8(S) M-5x8(S) '`�,�`FD 1 l y l l l co NGINE F / 7-00-11 6-10-01 9-02-08 6-10-01 7-00-11 Vmi , •T p1 ,y y 9 1-00 37-00 1-00 87022P; r - JOB NAME : RT ENGLISH STEP 5 PLEX - P6 Scale: 0.1661 ' e CV WARNINGS: GENERAL NOTES, unless otherwhe noted: Sr. v 1.Sulkier and erection contader should be advised of al General Notes 1.This design Is bawd only upon the parameters shown and Is for an individual -Ss ' OR G O N cs k+:' Truss: P6 and Warnings before construction commences. building component.Applicability of design parameters and proper A 2.204 compression web bradng must be Metalled where shown+. Incorporation of component h the responsibility of the building designer. ���ER .\` �� 3.Additional temporary Geeing to knurs stability during construdlon 2.Uestgn sesames the fop and bottom unless b to be laterally braced at O Is the responsibility of the erecter.AddEsnal permanent bracing of T o.a and at 10'c.c.rSuch as ey unless braced throughout their length by C1 continuous edging n such as plywood aheathlnp(TC)and/or drywep(BC). V Al' L.J C DATE: 7/1/2016 the overall structure is the responsibility of the building designer. 3.2s Impact bridging or literal breand required where shown++ °l I�sr SEQ.: K2133071 4.No bad should be applied to any component until aper all bracing end 4.Installation of tslss is the are habil lity!lit erwrvspeeeths esnenter.ant, (wieners are compete and at no time should any loads greater then gn assume TRANS ID: LINK de.gnloads beapplied toemwmponem. d.O°nd�rsroraryeeed ��else..w m.nown.snlmorwe if S.CampuTrus has no control over end assumes no reeponelbily for the „,a.eum°° °° °P° d°° EXPIRES:06/30/2017 hbrketlon,handling.shipment end Installation of components. ry T.Design assumes n vied on both hface is provided. July 5,2016 O.mroa.dgnpfurnlehaawbjadtothe umhaaonewtformbr e.Pl.pesh.dhafowpeonbothpwaortruw,and placed wtheir center TPWyiCA in BCSt,copes of which coil be furnished upon request. linea coindde with joint center lines. El.MiTek USA,ince/Com uTrue Software 7.6.7(1L E 0 Digitsindcenetor ppppmign values P )• 10.For basic connector f plate design velnes we ESR-1311.ESR•1 gSe(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #143TR LOAD DURATION INCREASE = 1.15 1-2=7 -7) 30 2-6=(-17) 195 6-3=(0) 177 BC: 2x9 KDDF #14BTR SPACED 29.0" O.C. 2-3=(-391) 70 6-9=(-17) 195 WEBS: 2x9 KDDF STAND 3-9=(-341) 70 LOADING 4-5=( -7) 30 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 TOTAL LOAD = 95.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 8.0" 8.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -57/ 918V -71/ 71H 5.50" 0.67 KDDF ( 625) 8'- 2.0" -57/ 918V 0/ OH 5.50" 0.67 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICGND 2• D a h k d f tr-7 f) . 1'ft t 24 " AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/290 MAX LL DEFL= -0.000^ @ 0'- -5.1" Allowed= 0.099" MAX TL CREEP DEFL= -0.000" @ 0'- -5.1" Allowed= 0.067" 4-01 4-01 MAX LL DEFL = -0.000" @ 8'- 7.1" Allowed= 0.099" T f f MAX TL CREEP DEFL =-0.000" @ 8'- 7.1" Allowed= 0.067" MAX TC PANEL LL DEFL = 0.019" @ 5'- 9.1" Allowed= 0.295^ 4-09 4-09 MAX TC PANEL TL DEFL = 0.061" @ 5'- 9.2" Allowed= 0.443" T MAX HORIZ. LL DEFL = -0.001" @ 7'- 8.5" 12 12 MAX HORIZ. TL DEFL = 0.002" @ 7'- 8.5" I1M-4x9 9.0017 Q 9.00 34.0" 4111L Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=20.eft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End verticals) are exposed to wind, Truss designed for wind loads in the plane of the truss only. Truss designed a a Piggyback. Structural truss is below. 2x9 stripping required at 24"oc where continuous bearing is shown. Join to bottom section of truss with 2-16d nails and top action with 2-16d toenailed to stripping. Stripping spaced at 2'-0" oc maximum. Connections are for vertical gravity loads only. limMtel 0.7 M-3x4 M-1.5x3 M-3x9 1 b 4-09 4-09 0-02y03 8-02 0-02y03 F. 04GP EES s�i 2 c- 870 2PE• �, 9v JOB NAME: RT ENGLISH STEP 5 PLEX - PCAP cn cv Scale: 0.9858 1( y OREGO tis,....„4/i WARNINGS: GENERAL NOTES, unless olhenvhe noted: Truss: PCAP 1.Bullder and erection amredor should be advised oral General Notes 1.This design Is based only upon the parameters shown and Is for an Individual /'� A I and Warnings before construction commences. budding component.Applicability of design perameters and proper Clr) V/$ER R 2.2a4 compression web bradng must be mstellad where shown a, Inco g now of component b the reaponstbllry of the building designer. 1� 3.Additional temporary brewing to Insure stabllily during construction 2.Design aaeumes the top and bottom chorda to be laterally broad al /� (� le the responsibility of the erector.Additional permeant bracing of 2'o.c.and at 10 o.n.rsuch as ply unless braced throughout their length by A• �-1 ), DATE: 7/5/2016 the overall structure is the responsibility of the buildingdesigner. Zx Impact bridging Mehsealcing re airedsheathere s ownsend/or•dryveg(Bc). B 3.In Impact bdtlging or lateral bracing required where ive co a SEQ. : K2133072 4.Nobad slwuwwaee en at any component until ellerloads Mand 4.Design tion asumes s la bleu.responsibilityrtbe In therespective contractor. fasteners are compete a�at no time should any loads greater man S.Design,ewme.bosses are b be used b e non-corrosive environment, s.dabaa Oban m. and are for'dry condsbn•ofuse. EXPIRES:06/30/2017 deli TRANS ID: LINK g^ applied ycompone 5.CompuTrva Ms no control over and aaelenss no reeponslblllty forme July 5,2016 8.Design assumes MI bearing at all supports shown.Shim or wedge if neass.ry. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is prodded. 6.This design Is furnished subject to the limitations set forth by B.Plates shell be sated on both faces of truss,and placed so their anter TPIM?CA In BCSI,copies of which will be furnished upon request. lines coincide with joint anter linea. 0.Digits indicate sin of pieta in Indus. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector pieta design values sea ESR-1311,ESR-1888(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 71 2-10=(-270) 1803 10- 3=( 0) 279 BC: 2x4 KDDF #163TR SPACED 24.0" O.C. 2- 3=(-2317) 402 10-11=(-271) 1802 3-11=(-513) 239 WEBS: 2x4 KDDF STAND 3- 4=(-1821) 439 11-12=(-235) 1448 4-11=(-136) 706 LOADING 4- 5=(-1326) 418 12-13=(-271) 1711 11- 5=(-262) 112 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-1326) 418 13- 8=(-270) 1712 5-12=(-261) 112 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-1821) 439 12- 6=(-136) 706 TOTAL LOAD = 45.0 PSF 7- 8=(-2317) 402 12- 7=(-514) 239 OVERHANGS: 12.0" 12.0" 8- 9=( 0) 71 7-13=( 0) 279 LL = 25 PSF Ground Snow (Pg) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0.- 0.0" -259/ 1785V -279/ 279H 5.50" 2.86 KDDF ( 625) 37'- 0.0" -259/ 1785V 0/ OH 5.50" 2.86 KDDF ( 625) IC OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" MAX LL DEFL = 0.085" @ 18'- 6.0" Allowed = 1.203" MAX TL CREEP DEFL = -0.173" @ 18'- 6.0" Allowed = 1.804" MAX LL DEFL = -0.002" @ 38'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ 38'- 0.0" Allowed = 0.100" MAX HORIZ. LL DEFL = -0.045" @ 36'- 6.5" MAX HORIZ. TL DEFL = 0.075" @ 36'- 6.5" 13-09 9-06 / 13-09 f f 7-02-07 6-06-09 4-09 4-09 6-06-09 7-02-07 Design conforms to main windforce-resisting T f f f f f f system and components and cladding criteria. 12 M-5X6 M-3x4 M-5x6 12 Wind: 140 mph, h=25.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 9.00 17 q 5 6 9.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), X � ` load duration factor=1.6, End vertical(s) a exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x4 M-3x4 3 7 N Z+ 0 0 d, ' B Ail A B b c 10 11 ' ' 12 13 B o of M-3x5 M-1.5x3 0.25" 0.25" M-1.5x3 M-3x5 M-5x8(S) M-5x8(S) ��E� PRQp l l l y l l C.-1` 10. '.. /0 7-00-11 6-10-01 9-02-08 6-10-01 7-00-11 l l 1-00 37-00 1-00 „- 87022PE JOB NAME : RT ENGLISH STEP 5 PLEX - PHIP ....... ...4 Scale: 0.1661cV WARNINGS: GENERALNOTES, unlessotherWbenoled: �A� OREGON...2;n. /v�7 1.Builder and median conked°,should be advised of all General Notes 1.This design is based only upon the parameters Mown end Is for an individual C I V "V Truss: PHIP and Warnings before construction commences. building component.Applicability of design perimeters and paper 2.2z4 compression web brad^g mud be Installed where shown.. incorporation of component M Me rosponsibddy of the building designer. �I'/�g1 1` �� 3.Additional temporary bracing to Insure stability during consirudlon 2.Design assumes the lop and bosom chords to be latently braced et O QQ � t 10'o.c.respectNeR unities braced throughout their length by Is the respunsiblly dare erector.Adddbnal permanent bracing of z rdlnuousesheathing such es plywood sheathing(TC)and/or dryweII)BC942 DATE: 7/1/2016 the overall structure is the responsibility stare building designer. 3.it lmpsn bridging or latent boring required where shown c a A. H Ess` SEQ.: K2133073 4.Noload sheuldbeappdedtoany component until after all bracing and 4. llationofw.�ls�th es es/�Irydithoespea/a..t�actor..n, fasteners ars complete and at no time should any bads greater than Design assumes design leant be applied to any component. end are leus r"dry condition"of e. TRANS I D: LINK 6.s.CompaTras has no control over and assumes no responekddy forme Design assumes fact bearing al all supports shown.Shim or wedge If EXPIRES:06/30/2017 ry fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage N provided. July 5,20 6 6.This design la furnished subject to the limitations set forth by 8.Plates shad Wee,abe located an both feces of ss,and placed ea their center TP8WTCA In BCSI.copies of which will be furnished upon request. Anes coincide with joint center line. 9.Digits Indicate dee of plata In Inches, MITek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For bask connector plate destgn values rte EBR-1311,ESR-t988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -7) 30 2-10=(-72) 321 10- 3=(-18) 138 BC: 2x9 KDDF H1aBTR SPACED 24.0" O.C. 2- 3=(-968) 156 10-11=(-67) 305 11- 5=(-82) 73 WEBS: 2x9 KDDF STAND 3- 4=1 0) 0 11-12=1-78) 305 7-12=1-19) 138 LOADING 3- 5=1-305) 149 12- 8=1-86) 321 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 7=1-305) 144 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 0 TOTAL LOAD = 45.0 PSF 7- 8=1-468) 156 8- 9=( -7) 30 NOTE: 2x9 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX BORE BRG REQUIRED BRG AREA REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 8.0" 8.0" 0'- 0.0" -73/ 418V -37/ 37H 5.50" 0.67 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 8'- 2.0" -73/ 918V 0/ OH 5.50" 0.67 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Unbalanced live loads have been considered for this design. 3-00-11 2-00-10 3-00-11 ICOND. 2: Desian checked for net(-7 osf) uplift at 24 "oc soacina. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 2-09-11 0-11 1-00-05 1-00-05 0-11 2-09-11 MAX LL DEFL = -0.000" @ 0'- -5.1" Allowed= 0.044" f1 MAX TL CREEP DEFL= -0.000" @ 0'- -5.1" Allowed= 0.067" MAX LL DEFL = 0.015" @ 4'- 1.0" Allowed= 0.242" MAX TL CREEP DEFL = -0.030" @ 4'- 1.0" Allowed= 0.362" 2-04 2-09 MAX LL DEFL= -0.000" @ 8'- 7.1" Allowed= 0.044" f f ' T MAX TL CREEP DEFL= -0.000" @ 8'- 7.1" Allowed= 0.067" 12 12 MAX HORIZ. LL DEFL = -0.002" @ 7'- 8.5" 9.00 17 Q 9.00 MAX HORIZ. TL DEFL = 0.003" @ 7'- 8.5" M-9x6 M-9x6 Design conforms to main windforce-resisting system and components and cladding criteria. M-3x5 Wind: 140 mph, h=20.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, �� 4� (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, m Truss designed for wind loads 1 in the plane of the truss only. s Truss designed as a Piggyback. Structural truss is below. 2x4 stripping required at 24"oc where continuous bearing i MIAl ' MI A. shown. Join to bottom section of truss with 2-16d nails and top gi if Mr I section with 2-16d toenailed to stripping. Stripping spaced at 2'-0" oc maximum. Connections are for vertical gravity loads only. �� 10 11 12 ��: M-3x9 M-3x5 M-3x5 M-3x5 M-3x4 1 l l l l 2-07-15 2-01-01 2-01-01 2-07-15 0-0-03 8-02 0-02-03 C6,GJ"0 c3 N eS`> R 2 cc 87022PE :v JOB NAME: RT ENGLISH STEP 5 PLEX - PHIPCAP ,n ti Scale: 0.4858 `•^0 OREGO l�Ali WARNINGS: GENERAL NOTES, unless atMmlse noted: T 1.libber end erection contractor should be advised of all General Notes I.This design Is bawd only upon the parameters shown end le for an IndMdcel A- Truss: PHIPCAP and Warnings before construction commences. building component.Applicability of design parameters and proper �OO�'✓/B E R '`.\ e-� 2.2x4 compresden web bracing mud be installed where shown.. Ineorpongon of component h the responsibility of the building designer. \l� 3.Additional temporary bracing h Insure stability during construction 2.DaNgn assumes the top and bottom chords to be laterally braced at r Q\ Is the responsibility el the erector.Additional permanent bracing of 2cov.e.and et 1G ac.such unless braced throughout their length by , `" G`- DATE: 7/5/2016 the overall structure Is the responsibility f the build) designer. continuous sheathinginor even eaplywood required sand/or erywal(BC). rg o "0 g 3.Installation brewingSEQ.: of truss la the responsibility of the respedNe con fasteners are complete and at no time should any greater than 5.Design sees,mosses are to be used In a non-corrosive environment, end.reror^dycaneabn'oruae. EXPIRES:06I30/2017 TRANS ID: LINK design bads be applied to any component. 5.CompuTrus Ms no control over and assumes no responsibility for the S,Design assumes Ne bearing at all supports Mown.Shim or wedge If fabrication.handling.shipment and lnstaletbn of components. July 5,2 16 6.This design k furnished sulked to the limitations set forth 7.Design al assumes adequate ofec drainage Is truss,a. M S.plates icsl be baton on beth faces of truss,and placed ss their center TP WJICA in SCSI,copies of which will be Nmhhed upon request. Ines coincide with joint caller lineae 9.Diggs indicateereStpatInlgMiTek US,ince/Com uTrus Software 7.6.8(11.)-E 10 For basic connectorpMte nn values vee ESR-7377,ESR-1(788(MiTek) Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/" Center plate on joint unless x,y 6-4-8 dimensions shown int ft-in-sixteenths Failure to Follow Could Cause Property 4 (Drawings not to scale) Damage or Personal Injury offsets are indicated. 9 J rY WM. Dimensions are in ft-in-sixteenths. 4 Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. onal or dia TOP CHORDS 9 g,is always required. See BCSI. � CI-2 c2-3 2. Truss bracing must be designed by an engineer.For 0'/16 tel wide truss spacing,individual lateral braces themselves IIMIUM /ja O may require bracing,or alternative Tor I ., p bracing should be considered. O ry r � �� 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 0 I 6 E- 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate C7-8 ce-7 C5-6 designer,erection supervisor,property owner and plates 0 'nd' 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/1P11. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available In MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR 2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and 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. by411i text in the bracingsection of the by AWC in the 2005/2012 NDS SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. If indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. No.* 15.Connections not shown are the responsibility of others. Indicates location where bearings ///��� 16.Do not cut or alter truss member or plate without prior C \ / (supports) occur. Icons vary but ©2012 Mitek®All Rights Reserved approval of an engineer. yrreaction section indicates joint ® ( number where bearings occur. 17.Install and load vertically unless indicated otherwise. l Min size shown is for crushing only. l Mil18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. a is not sufficient. kfto BCSI: Building Component Safety Information, � � 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. Mitek Engineering Reference Sheet:MII-7473 rev.01/29/2013