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Plans (68) GS? MST�Ul7-00/ 13130SA) V-2-14elli# Zr Immo /S8 .44 sr)-o/ -ov/,p 13136 sk, 47-4 Z 1,7 44S731•0/7-00//1 t 3 /alt s 47A the Trr / 116 445fi�.ol7-00„L / 3 /'-rr z w E ((✓( /jrl&/hr �� MiTek ,�sT��,�-��,,� i 3/5 i siv 4r j/4t 7r MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL16-278_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: R47655474 thru R47655488 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. \�¢EO P R oFFss �NGINEF9 �o 87022PE 9f yN +� �'OI, OREGON rP <i fit' ' �'� 44 OS A. HERv;A '17 E IES: 46/ 0/24 June 21,2016 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 R47655474 PL16-278_UPPER F01 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon' 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Jun 21 14:13:34'2016v Page-1 I D:5ewtdjYilz0X2xysiFDVpzsmU O-ZRiyG9N5kOeAFy bBGfN FacnJ BV?BH MSnkR V YDEz4?w? 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 8 7 3x5= 3x4= 3x4= 9-8-4 ai-p 9-6-12 I LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) -0.01 7 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.16 Vert(TL) -0.06 6-7 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(TL) 0.01 6 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:47 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 6=420/0-4-0,8=420/0-4-4 FORCES. (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. <<- 'Wp PR OFEss �$`� � E IGIN -19 /0*9 87022PE y �ATOREGO e�O�H 9�,osM�ER �'��Q� A. F.{EFZ EXPIRES:06/30/2017 June 21,2016 I s ...... ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10103/2015 BEFORE USEimit 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 MiTeIC is always required for stability and to prevent colapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and SCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R47655475 PL16-27B_UPPER F02 Floor 12 1 Job Reference(optional) Pacific Lumber&Truss Co., - Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Jun 21 14:13:35 2018 Page 1 ID:SeV?tdjYi Iz0X2xysiFDVpzsmUO-1 dGKT VOjVim 1 s6ANgNuU7gKUrvJoOlb¢5E5lgz4?w 1 0-9-4 1 2-6-0 { Scale:1/2"=1' 1.5x3 II 4x8= 1.5x3 I I 3x4= 1.5x3 I I 3x5= 1.5x3 I I 1 2 3 4 5 6 7 _!/ e e e 11 10 9 8k 4x4= 4x8= 3x8= 3x5= 0.1113-9-4 I 13-7-12 Plate Offsets(X,Y)— 111:Edoe,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (roc) 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 Ina YES WB 0.42 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (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 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=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=-1028/0,45=1282/0,5-6=1282/0 BOT CHORD 10-11=0/323,9-10=0/1326,8-9=0/834 WEBS 6-8=973/0,6-9=0/523,4-10=-349/0,2-10=0/822,2-11=680/0 NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. '<ti�EO PRoxFss ��Ca ANG I NE -• wO �f izt87022PE 91.-- y fi�T OREG•N "AY 'per s il18ER ‘1 O OSA. HE ' EXPIRES:06/30/2017 June 21,2016 i e ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10103/2015 BEFORE USE. Design valid for use only with MTek®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 Miele 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 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 R47655476 PL16-278 UPPER F03 Floor 22 1 Job Reference(optional) Pacific Lumber&17unv Co;, ' Beaverton,Oregon 7.530 s Jul 11.2014 MTek indust ics,ino.,-Tun-Jun 21 14.13392016 Page 1 ID:5eV?tdjYilzOX2xysiFDVpzsmUO-1 dGKTVO)Vimi s6ANgNuU7gKUnvJDOmmxz5E51gz4?w I 2-1-4 I 2-6-0 Scale=1:26.3 1.5x3 I I 4x6= 1.5x3 II 3x4= 1.5x3 I I 3x8= 1.5x3 II 1 2 3 4 5 6 7 e e e i I.7 Ale... - - a sO e e"g��J� 17J 10 9 8L7 3x5 = 4x8= 3x8= 3x5= 0-I 18 15-1-4 I 0-1-8 14-11-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl 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 Incr YES WB 0.36 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:71 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=659/0-1-8,11=659/0-1-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1418/0,3-4=1418/0,4-5=-1476/0,5-6=1476/0 BOT CHORD 10-11=0/811,9-10=0/1620,8-9=0/931 WEBS 6-8=1086/0,6-9=0/636,2-10=0/709,2-11=995/0 NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8,11. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. <��ED PROFE �c\� �NGINEF'7 /o29 �' 8 • 2PE , v N i ," tv -7 GAJ, OREGO rye QCci 'Po EMBER LO ps A- HE?' EXPIRES:86/30/2017 June 21,2016 t 1 ®WARNING•Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 61147473 rev.1010312015 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 isio prevent bucklingofindividual truss web and/or chord members only.Additional temporary and permanent bracing -!Wel(' •- - _ "'- is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component - 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Cams Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R47655477 PL16-278_UPPER F04 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon - '7.530 s Jul 11 2014 MiTek Industries,Inc.The Jun 21 14;13:36 2016 Page 1 ID:5eV?tdjYilzoX2xysiFDVpzsmUO-VggihrOLG?uuUFIaN4PjflsfdJgDICs4Bl fG6z4?vz 44-9 2-6-0 Scale=1:23.2 5x8 = 1.5x3 II 1.5x3 II 3x4 = 1.5x3 I I 3x5 = 1.5x3 II 1 2 3 4 5 6 7 ® - L e e e 11 10 9 8� 5x5= 4x8= 3x6= 3x4= °T-18 13-4-0 I 0-1-8 13-2-8 Plate Offsets(X,V)- 111:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.04 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.25 Vert(TL) -0.08 8-9 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.43 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:65 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 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. 14/ 2 4t 87022PE -9r. tV yfi-0), OREGO ti�Q�N 'AC c'MBER �1 OS, A HO; NP EXPIRES:06/30/2017 June 21,2016 ®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 MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not NI. a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design intothe 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 Qualify Criteria,DSI-89 and BCS!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 R47655478 PL16-278_UPPER F05 FLOOR GIRDER 2 1 Job Reference(optional) - P5-Sic.Llanber&lluss Co., Beaverton,Oregon - -.-.., 7.530 s Jut 19.2014 MrrekIndustries,Inc.:Tue.Jun 21 14:13:36 2016 Page 1 ID:5eV?tdjyilzoX2xysiFDVpzsmUO-VggihrOLG?uuUFlaN4Pjf1 sa6JdOlA94Bl_fG6z4?vz 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 '4./ ®/ e e e e „.„.....„.„„,.....„.2,.. 0 rb o e �J�ej,o 10 9 4x8= 4x10= 4x8= 4x8= I 15-1-4 I 15-1-4 Plate Offsets(X,Y)— I1:Edae,0-1-81,18:Edge,0-1-81,111:Edae,0-1-81 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.47 Vert(LL) -0.09 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.43 Vert(TL) -0.14 9-10 >999 360 BCLL 0.0 Rep Stress Ina NO WB 0.54 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=950/0-5-8,8=1077/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-13=2061/0,3-13=2061/0,3-14=2061/0,4-14=2061/0,4-15=2230/0,15-16=2230/0,5-16=-2230/0, 5-17=-2230/0,6-17=2230/0 BOT CHORD 10-11=0/1143,9-10=0/2405,8-9=0/1546 WEBS 6-8=-1792/0,6-9=0/799,5-9=-279/0,4-10=-402/0,3-10=-320/0,2-10=0/1071,2-11=1449/0 NOTES- 1)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 2)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)152 lb down at 3-0-0,152 lb down at 13-2-8,117 lb down at 1-5-7,112 lb down at 4-7-13,112 lb down at 6-3-0,112 lb down at 7-10-3,112 lb down at 9-5-6,112 lb down at 11-0-9,and 112 lb down at 12-7-12,and 117 lb down at 14-2-15 on top chord. The design/selection of such connection device(s)is the responsibility of others. 3)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Uniform Loadsi(Pf(bal'nced50Lumber Increase=1.00,Plate Increase=1.00 GJ.‹. NE��.o Vert Concentrated Loads(Ib) �? ?i Vert:6=112(F)3=112(F)12=117(F)13=152(F)14-112(F)15=-112(F)16-112(F)17-112(F)18=152(F)19-117(F) 444., 87022P, 9- 7 +cv -7 '02, OR GON (y,O4N 'o AMBER OS A HE ii,,,k4P EXPIRES:06/30/2017 June 21,2016 1 ..r.. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/032015 BEFORE USE. Design valid for use only with MTeke connectors.This design is based only upon parameters shown,and is for an individual building component,not " a truss system.Beforeuse,the building designermust 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• ' < *ereelr iT is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 1 Al fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPIl Quality 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 I Job Truss Truss Type Qty Ply POLYGON R47655479 PL16-278_UPPER FO6 FLOOR GIRDER 2 1 Job Reference(optional) - Pacific Lumber&Truss Co., Beaverton,Oregon. - -- -7.530 s Jul 11 2014 M Trek Industries,Inc.Tue Jun 21 14:13:37 2016 Page 1_ ID:5eV7tdjYilz0X2xysiFDVpzsmUO-z0O4uBPz1 J116PKmxowyCFPg6j09UhtEQPjCoZz4?vy 1-10-4 I 2-6-0 Scale=1:25.7 3x4 II 3x5= 1.5x3 II 3x4= 1.5x3 II 3x4= 3x4 I I 1 2 3 4 5 6 7 0 ° e e e 0 * V 41111114%1111444144111111114111414111111k - 1011.11.1.1.1.11111111111.111111111111.1.11°. 4114111411411141411141141111144111111111111414Iit - lIll°°°lli°llIlli°llIll°°°°°°°glli°°IL 41141114144141414111111111144141441 13 ° o 0 10 9 3x6= 3x6= 3x6= 3x6= I 15-1-4 15-1-4 Plate Offsets(X,V)- I1:Edge,0-1-81 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (lac) 1/defl Lid 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 Incr NO WB 0.26 Horz(TL) 0.01 8 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (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 Upliift11=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. '\(<-so PROpe t.5 NGINE�R /O kc �_ 87022PE 9r / -NN fiAT OREGON cp,iii On S A. HE��P EXPIRES:06/30/2017 t June 21,2016 1 ONO 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 M7ek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �p a truss system.Before use,the building designer must verity the applicability of design parameters and properly incorporate the design intothe overall - --budding design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing rSI Tek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 1 Afr.. fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and ICS!Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R47655480 PL16-278_UPPER F07 Floor 4 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon - - - -- '7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Jun 21 14:13:37 2016 Page 1 ID:5eV?tdjYilzOX2xysiFDVpzsmUO-z004uBPz1 J116PKmxowyCFPgl]2EUIEEQPjCoZz4?vy 0-11-4 I 2-6-0 I 1 1.5x3 II 2 3x4= 3 1.5x3 II Scale=1:11.3 II MI III 111 UM II 1 i 4111111111111111h6 I �' 5 n 3x4= 3x4= 1- 3-8-4 I 41-� 3-6-12 LOADING(pst) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl 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 Ina YES WB 0.04 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:20 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(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. (Ib/size) 4=157/0-4-0,5=157/Mechanical FORCES. (lb)-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. 2 zf 87022PE 9f \ OHEG7 SAT 4J Iti �or,AMBER O1 SA. HE?' EXPIRES:06/30/2017 June 21,2016 1 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MO-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTekS connectors.This design is based only upon parameters shown,and is for on individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall - _ ... , ‘ building design.Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing- - MiTek" -is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,051-89 and SCSI!wilding 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 R47655481 PL16-278_UPPER F08 Floor 12 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon ,. ..:... _ -__ - - - 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Jun 21 14:13:37 2016 Page 1 - -- - ID:5eV?tdjYilzOX2xysiFDVpzsmUO-zo04uBPz1J116PKmxowyCFPpxj3PUI5EQPjCoZz4?vy I 2-6-0 I 0-11-12 I I 0-6-12 anal= 1 1.5x3 II 2 3x4= 3 3x4 II 4 Scale=1:11.2 J 2, z .X . 75 1.5x3 II 3x4= 4x6 = 3-10-4 I 3-74 3 "-gg 1 o s-4 I 3-7-4 0-1-8 Plate Offsets(X,Y)— 14:0-1-8,Edoel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (Floc) Udefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.21 Vert(LL) 0.00 7 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.06 Vert(TL) -0.01 6-7 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.05 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code IBC2012/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 ds Concentrated Vert:4 0125(F)) C��Co t4G N F�bio 14 "9 870 2PE CU y NEAT OREGO �ti Q<U� 90 FMBER -0 C, OS A- HE¢\-4P EXPIRES:06/30/2017 June 21,2016 c I .. ® WARNING-Verityg p TI desi n aramefers and READ NOTES ON TNIS AND INCLUDED MITEK REFERENCE PAGE MIF747J rev.10/0312015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual bulding component,not a truss system.Before use,the building designer must verify the applicability of design parameter and properlyincorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss webnnd/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 BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R47655482 PL16-278_UPPER F09 Floor 15 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon - '` --- - ` 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Jun 21 14:13:38 2056 Page 1 - ID 5eV?tdjYIz0X2xysiFDVpzsmUO-SCxS6XQbod9cjZuyVVRBkSy_m7PvDCGNf3TIL?z4?vx I 2-6-0 I 0-5-12 I I 0-6-12 4.41= 11.5x3 II 2 454= 3 3x4 I I 4 Scale=1:11.3 J \ . /— 7 S 5 1.5x3 II 3x4= 4x6= 3-4-4 I 3-1-4 14 1 1 4-0-8 I 3-1-4 X 0-8-4 0-1-8 Plate Offsets(X.Y1— 14:0-1-8.Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) 0.00 7 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.04 Vert(TL) -0.01 6-7 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.06 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code 1BC2012/TP12007 (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(pIf) Concentrated Vert:4=125(F-4=80 txG.N F,4`s/ 2 �� 87022PE �v•-• / 7 N - ,N N SAT OREGO cP O11/ 9c ‘,1,/ 'V�' on A- HERP EXPIRES:06/30/2017 June 21,2016 I 4 _ ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE A111-7473 rev.10/032015 BEFORE USE. Design valid for use only with Mira®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 apptcability of design parameters and properly incorporate this design into the overall - building design.Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing !Ariel( is atways 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 Quatty Criteria,DSI-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON PL16-278_UPPER F10 Floor 6 1 R47655483 Pacific Lumber&Truss-Co.; Beaverton,Oregon '--4 - - •-_ _ _ Job Reference(optional)- _ - 7.530 s Jul 11 2014 Mitek Industries,Inc Tue Jur.21 14:43:38 2016 Page 1 - - • - ID:56V?LdjYi1z0X2xysiFDVpzsmUO-SCxS6XQbod9cguyVVRBkSy?B7PnDCMN13TIL?z4?vx 1 0-5-4 I 2-6-0 I 1 1.5x3 II 2 4x4= 31.5x3 II Scale=1:11.3 J , / 5 4x4= 3x4= r1--: 3-2-4 3-0-12 I Plate Offsets(X,Y)— 15:Edge,0-1-8) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) 0.00 5 •"' 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.05 Vert(TL) -0.01 4-5 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.05 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/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. ,ti1E° PROF Fs tN� �NGINEF�4 c tt, 2 87022PE 9r" cv y �'.j, OREG•N (yam <V� �C FMBER '\1 �O �S A. HEC ''' EXPIRES:06/30/2017 I June 21,2016 puWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MII-7173 rev.10/03/2015 BEFORE USE mewl Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual buIding 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 bucking of individual innsweb.and/or chord members only.Additional temporary and permanent bracing FARO(' is always eqined fr stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the Mitek' ` storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 QuaMy Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R47655484 PL16-278_UPPER F11 Floor 33 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon - - - - 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Jun 21 14:13:38 2016 Page 1 ID:5eV?tdjYi IzOX2xysi F DVpzsm UO-SCxS6XQbod9cjZuy W R BkSy?17 L?D7ONf3TlL?z4?vx I 1-11-4 I 2-6-0 I Scale=1:26.0 1.5x3 II 4x6= 1.5x3 II 3x4= 1.5x3 I I 3x6= 1.5x3 II 5 6 7 1 2 3 4 e e - li. e - ' 2 e e �yy� e 1 9 Bre 11•1 10 3x8= 3x5= 3x5= 4x8= 0- 14-11-4 I r 8 149-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 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 Ina YES WB 0.37 Horz(TL) 0.02 8 n/a n/a Weight:71 lb FT=0%F,50%E BCDL 5.0 1 Code IBC2012/TPI2007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 8=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 beating 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. ,s10 P R Open \c��F'�NC'N ,4 `$'zp2 �� 870 2PE /9f N -7...,C�,o OREGON ti(:;QIH psA- HE ` EXPIRES:06/30/2017 June 21,2016 r ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE*147473 rev.10/032015 BEFORE USE . Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design.Bracing indicated it to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MeV. 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/Mil it CloddyaBty Criteria,DSB-89 and ICSI Building Component 7777 7777 109 Greenback Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heiahis,CA 95610 Job Truss Truss Type Qty Ply POLYGON PL16-278_UPPER F12 Floor 24 1 R47655485 Pacific Lumber 6.Truss co., Beavertail,Oregon - - Job Reference(optional) 7.530 s Jul 11-2014 MiTek Industries,Inca Tue Jun 21 14:13139-201.8.Page 1 I D:Se V?tdjYilz0X2xysi F DVpzsmU O-wPWARDZwHTLjT93DzQHgUAwWjjuybm W tjCARz4?vw 0-10-0 I I 2-6-0 Scale=1:19.7 1.5x3 II 354 = 1.5x3 II 1 4x4= 2 3x4= 1.5x3 I I • 3 4 5 6 e o o E, 0 ab (� e 10Y g 8 k e e� ✓ 4x5= 3x5= 7 1.5x3 II 3x4 = I 11-4-0 11-4-0 I Plate Offsets(X,Y)— f1:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.02 8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.19 Vert(TL) -0.07 7-8 >999 360 BCLL 0.0 Rep Stress Incl YES WB 0.30 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (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 purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10=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. c PROFFS c \AGIN4-4- Y o, 's 87022PE yr N <\-0,,, OREG N ti� </ Or, M8ER �� s A. HECk 4 EXPIRES:06/30/2017 June 21,2016 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with:MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the buildingdesigner must verify the applicability of designparameters and properly incorporate this design into the overall building design.Bracing-indicated is to prevent buckting.ofindividualiruss web and/or chord members only.Additional temporary and permanent bracing `■ e _ is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the M�jR.* _ fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane ' Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job6-278 UPPER Truss (Truss Type GIRDER e Q 1 City Ply POLYGON R47655486 IPL1F13 FLOOR -. 3 _ Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Jun 21 14:13:39 2016 Page.1 ID:SeV?tdjYilz0X2xysiFDVpzsmUO-wPV ARDZwFITLjT93DzQHgUA7WegySYWtjCJtRz4?vw 1 1-2-12 1 1-10-0 1 1 1-8-8 1 Scale=1:25.4 3x4 I I 6x12= 3x4 II 3x4= 1.5x3 II 3x4= 1.5x3 II 4x8= 3x4 II 8 7 8 9 1 2 3 4 5 N3/ °e NN °o 1 e e 4 ° e a 13 12 11 5x8 = 6x16 = 3x5= 4x10= 4x6 1411-4 I I14-11-4 Plate Offsets(X,Y)— 11:Edge.0-1-81,(10:Edoe.0-1-81,114:Edcte.0-1-81 4 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.16 Vert(LL) -0.08 12 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.46 Vert(TL) -0.13 12-13 >999 360 BCLL 0.0 Rep Stress Inc- NO WB 0.89 Horz(TL) 0.04 10 n/a n/a Weight:80 lb FT=0%F,50%E BCDL 5.0 Code IBC2012/TP12007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF No.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) 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 Ep P R OFE Concentrated Vert:3=625(F) ���C3N oeCOty\AGINE�' `r/0 17 870 2PE r \% OREGI n.,.9©1.0 O SA. HO\ EXPIRES:06/30/2017 June 21,2016 1 IMINIIII ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/0312015 BEFORE USE. j Design valid for use only with Mirek®connectors.This design is based only upon parameters shown,and is for an individual budding component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properlyincorporate 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 is always requaed for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Genback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualify re y Criteria,DSB-89 and BCSI Building Component re Safely Intormaton available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. SuiteCitrus Heiahts,CA 95610 JobTruss Truss Type Qty Ply POLYGON PLi6- a 278 UPPER P14 FLOOR GIRDER 1 R47655487 3 Pacific Lumber&-Truss Co., " Beaverton,Oregon Job Reference((national)) 7.530 s Jul 11 2014 MiTek Industries,Inc.:The Jun 21 14:13:40 2016 Page 1 I D:SeV?tdjYi Iz0X2xysiFD Vpzsm UO-0b3DVVDRsKEPKzt2LcwUfptl IhwOHh?tg6NysPuz4?w Scale=1:25.4 I 1-8-4 3x4 II 4x8I 2-6-0= 1.5x3 II 3x4= 1.5x3 II 4x8 = 3x4 II 1 12 2 13 14 3 15 4 16 5 17 6 18 7 0 ® e e /..././j e e e e e - 10 y 4x6= 4x10= 4x8= 4x6= I 14-11-4 14-11-4 I Plate Offsets(X,Y)— 11:Edae,0-1-81,18:Edge,0-1-81 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (lac) Udell L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.37 Vert(LL) -0.07 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.37 Vert(TL) -0.12 9-10 >999 360 BCLL 0.0 Rep Stress Ina NO WB 0.50 Horz(TL) 0.03 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (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 10-3-11,and 89 lb down at 11-10-14 on top chord. The design/selection of such connection device(s)is the responsibility of others. 3)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) AEp PRpFFSVert:8-11=-5,1-7=50 ���NGINEc /Concentrated Loads(lb) ` � 0RVert: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) 4� ct" - 870 2PE �r" N cV 7 �Aj, OREG N (15',40 OS A- H -,i1.4 EXPIRES:06/30/2017 June 21,2016 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev.10/03/2015 BEFORE USE Design valid for use only with MTek®connectors.This design is based only upon parameters shown.and is for an individual budding component,not es a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate the design into the overall budding design.Bracing indicated into prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the MiTek' fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quaily Cr6lda,DSB-89 and SCSI 8uildfng 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 95810 Job Truss Truss Type Qty Ply POLYGON R47655488 PL16-278 UPPER F15 Floor 3 1 _ Job Reference(ootionall Pacific Lumber&Truss Co., Beaverton,Oregon- 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Jun 21 14:13:40.2016-Page 1 - ID:5eV?tdjYIzOX2xysiFDVpzsmUO-0b3DWDRsKEPKzt2LcwUfptl Lhw3ch40g6NysPuz4?W 1-5-12 2-6-0 Scale=1:17.6 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 ‘71: ' 1‘11111111111PPIPP ‘7" 8 7 e /\ 3x5= 3x4 3x4= 9-4-4 I 00--1-8 9-2-12 LOADING(psf) DEFL. in loc 1/defl lid PLATES GRIP SPACING- 1-7-3.00 CSI. ( ) >999 480 MT20 220/195 TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) -0.01 7 TCDL 10.0 Lumber Increase 1.00 BC 0.15 Vert(TL) -0.07 6-7 >999 360 BCLL 0.0 Rep Stress Inc" YES WB 0.17 Horz(TL) 0.01 6 n/a n/a Weight:46 lb FT=0%F,50%E BCDL 5.0 Code IBC2012/TP12007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 6=406/0-4-0,8=406/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-039/0,3-4=-639/0 BOT CHORD 7-8=0/356,6-7=0/511 WEBS 4-6=597/0,2-7=0/330,2-8=-504/0 NOTES- 1)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. NG NEF'9 s/0 442 8 ' 2PE „9r NSCNI A OREGO � 14/ �"51,C/r1 SER A. HEP" EXPIRES:06/30/2017 June 21,2016 1 ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI-7473 rev.10/032015 BEFORE USE. 1£ Design valid for use only with M7ek®connectors.This design is based only upon parameters shown,and is to an individual building component,not a truss system.Before use,the building designer must verify the appticabTity of design parameters and properly incorporate this design into the overa8 Mitek" building design.Bracing indicated b to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSIIIPl1 Quality Criteria,DS87777 Greenback Lane -89 and ICSI Building Component Suite Greenback Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property a offsets are indicated. I I (Drawings not to scale) Damage or Personal Injury r�1111 Dimensions are in ft-in-sixteenths. •� Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal orX-bracing,is always required. See BCSI. " Cl-2 C2-3 -/T g 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves ihk11, 4 may require bracing,or alternative Tor I _ t:Lp bracing should be considered. -� I O 3. Never exceed the design loading shown and never UO stack materials on inadequately braced trusses. ,c2 c�-eO 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate 6-7 C5-6 designer,erection supervisor,property BOTTOM CHORDS g a P P rty owner and plates 0-14.4'from outside all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE 6 joint and embed fully.Knots andPlace lates on each face ofss 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 to MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Software or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expresslynoted,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 /� Trusses are designed in all respects,equal to or better than that �� Indicated by symbol shown and/or g d 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 spacing indicated on design. output. Use T or I bracing if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values BEARING or less,if no ceiling Is installed,unless otherwise noted. established by others. 15.Connections not shown are the responsibility of others. II Indicates location where bearings (supports) occur. Icons vary but 16.Do not cut or alter truss member or plate without prior ■� reaction section indicates jointIIIIM ©2012 MiTek®All Rights Reserved approval of an engineer. number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. will 40 18 Use of green environmental,health or performance risks.sConsult lttwiitth Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. mire ke BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 111113 MiTeW MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: NRT FRENCH 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: K2092221 thru K2092304 My license renewal date for the state of Oregon is December 31,2017. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. SNAG l NFFR /© 4,C. 2 ct 89200PE pr -5 ir OREGON 44 jQ 4)'`. 14 V\ 4'E L-R 1F�� June 20,2016 Baxter,David 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. OFA l:"?? CCPY IIIMMMMMIMIMIMIMIMIMIMMIMIMIMMIMMIMIMIMIMIMIMIMIMIIMIMMMIMIIMIMIIMM This design prepared from computer input by Pacific Lumber and Truss-BC 10-06-00 HIP SETBACK 1-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS 1- 2=(-605) 269 1- 7=(-1685) 1870 2- 7=(-140) 474 10- 5=(-141) 478 BC: 2x4 KDDF #16TR D0 DRGIRDER SUPPORTING 2-10-08 BC: 2x6 KDDF #160806 LOAD DURATION ION INCREASE == 1.15 (None-Rep) 2- 3=(-377) 167 7- 8=(-1018) 1703 7- 3=(-896) 337 3- 4=(-B88) 446 8- 9=( -963) 1678 3- 8=(-159) 277 WEBS: 2x9 KDDF STAND LOADING 4- 5=(-385) 165 9-10=( -963) 1678 B- 4=(-498) 499 TC LATERAL SUPPORT <= 12"OC. UON. LL = 25 PSF Ground Snow (Pg) 5- 6=(-611) 270 10- 6=(-1684) 1870 9- 4=( 0) 100 BC LATERAL SUPPORT <= 12^OC. UON. TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 1'- 0.0" V 4-10=(-900) 373 TC UNIF LL( 50.0)+DL( 20.0)= 52.5 PLF 9'- 0.0" TO 9'- 6.0" V TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 9'- 6.0" TO 10.- 6.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M-3x4 where shown; Jts:1,3,6-8,10 BC UNIF LL( 0.0)+DL( 15.0)= 15.0 PLF 0'- 0.0" TO 10'- 6.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC UNIF LL( 10.9)+DL( 8.8)= 19.7 PLF 0'- 0.0" TO 10.- 6.0" V 10'- 6.0^ -214/ 550V -2000/ 2000H 5.50" 0.88 ROOF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF 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 = 0.018" @ 4'- 0.3" Allowed = 0.319" MAX TL CREEP DEFL = -0.034" @ 4'- 0.3" Allowed = 0.479" MAX HORIZ. LL DEFL = -0.009" @ 0'- 5.5" MAX HORIZ. TL DEFL = -0.011" @ 0'- 5.5" 1-00 8-06 1-00 ICONS. 3: 2000.00 LBS SEISMIC LOAD. T f Design conforms to main windforce-resisting 1-00 2-08-13 2-10-09 2-10-09 1-00 system and components and cladding criteria. 1 1' 1 T f f Wind: 140 mph, h=19.7ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 12.00 Endd duration aretex.o, 12.00 End vertical(s)) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-5x6 M-3x8 M-5x6 2 3 4 5 11 ____________..,___ ._Jr_k_____________ __________j; ___J..............._......_, , \111 \ \ MNII O O N I 0 ;2=5.86 I I 1 L 8 9 10 7 M-1.5x3 l l y y l b 1-03-08 2-08-13 2-07-01 2-07-01 1-03-08 l0-06 �c.QPFOp6,, 89200PE r JOB NAME : NRT FRENCH 5 PLEX WITH STEP - ADRAG Scale: 0.4754 � ,e WARNINGS: GENERAL NOTES, unless otherwise noted: *{� OREGON . �c�. 44, 1.Balder and eredbn conhador should be advised of al General Notes 1.This deeds ecomsnessdonl only.ponthe bility of awls a.shown and dls for prora individual 7 Truss: ADRAG and Warnings baron contnMbn commences. buIncorporation of component Is the t design iblly of me building designer. ""im '1 Y +4 Q d �$ 2 2.4 compression web bracing must be Installed where shown+. 2 Design assumes me top and bottom chords to be laterally braced at `_ 3.Additional temporary bncing to Insure slebllity during construction 2 o.c.and al 10 c.c.rsspedhely unless breced throughout their length by A FA �+ lathe responsibility of the erector.Addlonel permanent bracing of continuous sheathing such es plywood sheathing(TC)and/or drywall(BC). At': �r DATE: 6/18/2016 me overall structure is the responsibility of the building designer. 3.2i lmped bridging or Afetal bracing required where Mown.. 4.No bed should be appled to any component until after all btadng end 4.Installation of truss la the responsibility of the respect.,contractor. SEQ.: K2 0 9 2 2 21 Intoner.ata template and at no time should any loads greater then s.Deter.meant..rom..are to b.usedld.nonan os/ee environment, design bads be applied to any component. and are ler"dry condition"ri of use. TRANS ID: LINK 8.Design es NAbeaBogaI lsnppodsshown.Shim orwedge lt EXPIRES: 12131/2017 5.CompuTrus has no comm/over arld assumes no raspontbllly for the necessary. fabrication,handling,shipment end Intelktion of components. 7.Design assumes adequate drainage is provided. June 20,201 6 8.On design is fumlsiud subject to the limitations set forth by B.Metes shag be located on both faces of truss,and placed m their center TPNNTCA In BCSI,cops.of which wig be furnished upon request. Ones coincide with joint center lines. 9.Digit.indivste size of plate In inches. MITek USA,Inc,/CompuTrus Software 7.6.7(1L)-E /0.For batt connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-129) 121 1-9=(-48) 53 2-4=(-162) 155 BC: 2x6 KDDF #1&BTR SPACED 29.0" O.C. WEBS: 2x9 KDDF STAND 2-3=( -15) 7 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. SON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 95.0 PSF 0'- 0.0" -33/ 336V -46/ 93H 5.50" 0.54 KDDF ( 625) ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) q'- 0.0" -135/ 733V 0/ OH 5.50" 1.17 KDDF ( 625) ADDL: BC CONC LL+DL= 709.0 LBS @ 3'- 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/290 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TC PANEL LL DEFL = 0.027" @ 2'- 1.7" Allowed = 0.238" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL TL DEFL = 0.024" @ 2'- 1.8" Allowed = 0.357" MAX HORIZ. LL DEFL = 0.000" @ 3'- 8.2" MAX HORIZ. TL DEFL = 0.000" @ 3'- 8.2" 3-08-04 0-03-12 f T T 12 Design conforms to main windforce-resisting system and components and cladding criteria. 8.00 Wind: 140 mph, h=20.6ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-1.5x3 load duration factor=l.6, 3 -/ End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 1 d01111111111111 M O O 1 M M m o o M-3x4 M-3x8 1 +7094 ,, l 3-08-04 0-03-12 l y 4-00 .,<Vs PFS pFF6k. w 89200PE fir` JOB NAME : NRT FRENCH 5 PLEX WITH STEP - AGIRD ,/.":91•'Ir Scale: 0.5205 - WARNINGS: GENERAL NOTES, Mesa on aramete MG ' ' OREGO " Truss: AGIRD 1.and er Wa and erection contndor should bead lase or an General Nobe This design b based only upon the parameters Mown and is for an individual and Wamings before construction commerkes. building component.Applkebllny of design parameters and proper 1� 2.2x4 compression web bracing must be installed where shown a. incorporation of component Is the responsibility of the building designer. O i 4 'IP)` T 3.Addklonsl temporary bracing to insure stability during construction 2-Design aeumes the top and bottom chords to be laterally braced et �y, Is IM responsibility of the erector.Additional permanent bracing of 7 o.c.and at IS o.c respectively unless braced throughout their length by s'. DATE: 6/18/2016 the overall structure b the responsibility continuous sheathing such es plywood sheathing(TC)and/or dryweg(BC). R R \ 1 aponeiblky or the building designer. 3. impact bridging or lateral bracing required where shown•• L+Y S EQ.: K2 0 9 2 2 2 2 4.No bad should be applied to any component until after all bracing and 4.Installation of truss Is the responsiblky of the respectNe contractor. fasteners are compete and at no time should any loads greater than 5.Design assumes bosses are to be used in a noncornsNe environment, TRANS ID: LINK design bads be applied to any component. and are for"dry condition"of use. S.Compacts hes no control over end assumes no responsibility for the B nDecegue assumes Nn bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2017 tebricalion,handling.shipment and installation of components. ry' 7.Design tessha eloctedonbathfageia provided. June 20,2016 e.Thin design is famished subject b the limitations»t forth by 8.Plates shag be located on both feces of inns,and placed so their anter TPIANTCA in SCSI,copies of which will be furnished upon requestthea coincide with joint center lines. MITek USA Inc./CampuTrus Software 7.6.7(1L}E 5.Digits indicate alas or plate in Indus. 10.For basic connector plate design values ua ESR-1311,ESR-1O88(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 10-06-00 HIP SETBACK 9-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #19BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-765) 175 1- 5=(-89) 462 5- 2=( 0) 166 2- 3=(-462) 164 5- 6=(-74) 458 5- 3=(-35) 46 BC: 2x6 KDDF STANTR WEBS: 2x4 KDDF STAND LOADING 3- 4=(-765) 175 6- 9=(-72) 462 3- 6=( 0) 1 60 LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 4'- 0.0" V BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 75.0)+DL( 30.0)= 105.0 PLF 9'- 0.0" TO 6'- 6.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 6'- 6.0" TO 10'- 6.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC UNIF LL( 0.0)+DL( 30.0)= 30.0 PLF 0'- 0.0" TO 10'- 6.0" V 0'- 0.0" -129/ 709V -88/ 88H 5.50" 1.13 KDDF ( 625) 10'- 6.0" -129/ 709V 0/ OH 5.50" 1.13 KDDF ( 625) NOTE: 2T9 OPACIOR AT EASOC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 100.0)+DL( 40.0)= 140.0 LBS @ 6'- 0.0" _ _____ ____ ____ TC CONC LL( 100.0)+DL( 90.0)= 140.0 LBS @ 6'- 6.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-7 psf) uplift at 24 "on spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.008^ @ 9'- 0.0" Allowed = 0.319" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL TL DEFL = 0.068" @ 8'- 2.6" Allowed = 0.442" MAX HORIZ. LL DEFL = 0.002" @ 10'- 0.5" MAX HORIZ. TL DEFL = 0.004" @ 10'- 0.5" 3-11-11 2-06-10 3-11-11 Design conforms to main windforce-resisting 41406 i'190# 12 system and components and cladding criteria. 12 M-4x6 M-5x6 Wind: 190 mph, h=21.2ft, TCDL=6.O,BCDL=6.0, ASCE 7-50, 12.00 12.00 (All Heights), Enclosed, Cat.2, Exp.O, MWFRS(Dir), . load duration factor=1.6, End vertical(s) are exposed to wind, IR�� 0 Truss designed for wind loads in the plane of the truss only. rnAIM = o IIFi , N 11�� I l** 5 6 ** 4 0l o M-3x4 M-3x4 M-1.5x3 M-3x4 1 1 1 1 3-10-04 2-11-04 3-08-08 10-06 v,V0 PR Opt co c.:,'• 4 #9 .0. ft' r JOB NAME : NRT FRENCH 5 PLEX WITH STEP - AH1 411PScale: 0.4416 ��: AIIIMINOW 10 It WARNINGS: GENERAL NOTES, whom othetwlae noted: OREGON '(}A1� /) 1.Budder and erection conlrador should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual OREGON 's4/ Truss: AH 1 and Warnings before construction commences. building component.Applicability of design parameters and proper �. Z.2x4 compnasion web bracing muni be Imletbd where Mown+. incorporation of component Is the responsibility of the building designer. at 3.Additional temporary bracing to Insure stability during construction 2.Design eesumsa the lop and bottom chords to be lalerelty bread al Is the re sibilty of the erector.Additional permanent bracing of 2'ntin and at ea o n tone as ply wood s breoed(TC)a d/melt all(Bourn by [` I'8 �J pon perms continuous sinathing such as plywood sheathing(TC)and/or tlryWad(BC). 4: 4• DATE: 6/18/2016 the overall ebucture la me responsibility of the building designer. 3.2a Impact bridging or lateral bracing required where shown e+ SE K2 0 9 2 2 2 3 4.Na load should be applied to any component until after all bradng and 4.Installation of buss la the responsibility of the respective contractor. 4•• fasteners ere complete and at no time should any loads greater than 5.Design assumes busses are to be used In a noncorrosive environment, end aro for"dry condition"of use. TRANS I D: LINK Ms no control over end sesame.no responsibility for the 8.Design assumes NI bearing at ad supports shown.Shim or wedge If EXPIRES: 12/31/2017 5.Compuldesign loads be applied to any component. fabrication,hendling,shipment and installation of components. 7.Design assumes adequate damage le provided. June 20,2016 8.This design is Banished added to the Imitations sat forth by 8.Plates shed be located on both faces of bu.,and placed so their center TPI,TCA In SCSI,copies of which coil Na furnished upon request. 9.Ira.cornets ate Mm joint of plat ecenter lines. MITek USA,Inc./CompUTrUS Software 7.6.7(1L)E IN.For basic connector plate design values see ESR-1311.ESR-1988(MITeb) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 RODE #1613TR LOAD DURATION INCREASE = 1.15 1-2=( -39) 89 2-4=(0) 0 BC: 2x9 KDDF #1613TR SPACED 24.0" O.C. 2-3=(-143) 193 • TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 POE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 95.0 POE 0'- 0.0" -163/ 522V -19/ 70H 5.50" 0.89 KDDF ( 625) 12 0'- 9.2" -195/ 86V 0/ OH 5.50" 0.19 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 0.0" -118/ 27V 0/ OH 1.50" 0.04 KDDF ( 625) 12.00 V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR SO PSF LIVE LOAD. TOP IC OND. 2: Design checked for net(-7 psf) uplift at 24 "on spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/190 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TI CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 5.5" Allowed = 0.009" MAX BC PANEL TL DEFL = 0.000" @ 0'- 6.9" Allowed = 0.019" MAX HORIZ. LL DEFL = 0.001" @ 0'- 11.2" 3 -a' MAX HORIZ. TL DEFL = 0.000" @ O'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=19.7ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, ' r+1 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, NEnd verticals) are exposed to wind, o Truss designed for wind loads ,y in the plane of the truss only. F M O + I N O M-3x4 l 1-00 y 1-00 y C. (Y" p O• (r ktits, 'PROVIDE FULL BEARING;Jts:2,9,3 I cA" ,,, 2 i. +9200P r" NW - 411PNAME : NRT FRENCH 5 PLEX WITH STEP - AJ �/ i� - Scale: 1.1029 ^NW CC WARNINGS: GENERAL NOTES, unless otherwise noted: p OREGON Truss: AJ 1.!Nader and eredlon contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual } and Weminga before construction commences building component.Appllubllty of design parameters end proper `,e 4q Y \ I`, 2.204 compression web bracing must be Installed where shown a, mcorporetlon of component la the responsibility of the building designer. a,0 14 2 *- 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at L Is the responfabllity of IM erector.Additional permanent hrecbp of 2'continuous ou sheathing o c respectively unless eacotl(TC)and/or r dryeir length by �R 1 Lk^ continuous sheathing later l b plywoodsire aired r ire s and/or dryvnll(BC). DATE: 6/18/2016 me overall structure b the responsibility of building assigner. 3.2a Impact bnagmg or lateral hissing required whore.noon«. SEQ. : K2 0 9 2 2 2 4 4.Na had should be epplled to any component until after all bradng and 4.Installation of truss la the responsibSty of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes truseesere to be used In.non-corrosive environment. TRANS I D: LINK design bads be applied to any component. end are for"dry condition.of use. 5.CompuTrus has no control over and assumes no reapondblity for the 6.Design assumes hat bearing et all supports shown.shim or wedge If �7 EXPIRES: 3Z/ry(3 q fabrication,handing,shipment and lnstalMlon of components. 7 Design assumes adequate drainage is provided. June 20,2016 s7 1GllI 8.This design le furnished eub(ed to the limitations set forth by 8.Plates shell be located on both WAS of Wes,and placed so their center TPIAWTCA In SCSI,copies of which will be fumhhed upon request. Ines coincide vdth joint center lines. 9.Digits Indicate size of piste In Inches. MiTek USA Inc./CompuTrus Software 7.6.7(1L)-E 10.For bask connector plate design values see ESR-1311,ESR-1988(MITeld This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 10.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #14BTR LOAD DURATION INCREASE = 1.15 1-2=1-23) 17 3-4=(-60) 49 3-1=(-33) 17 BC: 2x4 ROOF #14BTR SPACED 24.0" O.C. 1-4=1-58) 70 WEBS: 2x9 KDDF STAND LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. 0-10-03 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. 'I "r DL ON BOTTOM CHORD = 10.0 POE 0'- 0.0" 0/ 61V -46/ 52H 5.50" 0.10 KDDF ( 625) TOTAL LOAD = 45.0 PSF 0'- 9.4" -77/ 49V 0/ OH 1.50" 0.08 KDDF ( 625) 2'- 10.5" -2/ 47V 0/ OH 5.50" 0.07 KDDF ( 625) ** For hanger specs. - See approved plans 12 LL = 25 PSF Ground Snow (Pg) 12.00 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 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 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" MAX TC PANEL LL DEFL = 0.000" @ 0'- 6.1" Allowed = 0.037" MAX TC PANEL TL DEFL = 0.000" @ 0'- 6.1" Allowed = 0.055" MAX BC PANEL TL DEFL = -0.003" @ 1'- 4.2" Allowed = 0.118" MAX HORIZ. LL DEFL = -0.001" @ 0'- 9.4" MAX HORIZ. TL DEFL = -0.001" @ 0'- 9.4" Design conforms to main windforce-resisting -/ system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, M-3x4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, 1 �I Truss designed for wind loads in the plane of the truss only. c 0 ,-i N I 111111111111111111 o rl I ' . :i1 3** 4 M-1.5x3 M-1.5x3 y y c. �yGtNE�c#9 /02 2-10-08 „LA./ "A *9200P S' (PROVIDE FULL BEARING;Jts:3,2,9 I ...4/F� JOB NAME : NRT FRENCH 5 PLEX WITH STEP - AJ1 / • Scale: 0.8506 ;� WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON 1.Balder and erection contractor should be advised dal General Notes 1.This design b based only upon the parameters shown and is for an Individual r ,( to Truss: AJ1 and Warnings before transduction commences. balding component.Appllabll y of design parameters end proper f.. -1)' 2.D:4 compression web bndng must be installed where shown«, • Incorporation of component la the nsponCbNtty of me bulking designer. /6 14 Y 3.Additional temporary bracing to imam stability during construction 2.Design assumes the top and bottom shards to be laterally braced at �,/ Is the responsibility of the erector.Additional permanent bracing of continuous asheathint 17 grssue� two d sheathing(TCless homed )endo drywal BChout their length)y ! "R IR'I,,,,• DATE: 6/18/2016 the overall structure is the respondbllty of the building designer. 3.2i Impact bridging or lateral bracing required where shown«. SEQ.: K2092225 4.Na load should be applied to any component until after all breathS and 4.4.InstlllatencIBasIsthhstrospolas,Ily rthe In hna�lloac environment. fasteners an complete and at no time should any loads greater man area gra lasumes dry trusses are of toub. TRANS I D: LINK design bads be applied to any component. e.Design assumes on beating al al supports Mown.Shim or wedge if 5.CompuTrus hes no control over and assumes no responsibility for the necessary. June 12/3`1/2017 fabrication,handling,shipment and installation al components. 7.Design assumes adequate drainage is provided, June 20,2016 6.This design Is furnished subject to me limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIW1CA in SCSI.copies of which will be furnished upon request. trees coincide wit0 Joint center line. 9.Digits indicate sirs of piste in Inches. MITek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311,E5R-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 10.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR 1-2=(-101) 75 3-9=(-157) 119 3-1=(-102) 49 SPACED 24.0" O.C. WEBS: 204 KDDF STAND 1-4=(-138) 183 LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -23/ 129V -75/ 113H 5.50" 0.21 KDDF ( 625) TOTAL LOAD = 95.0 PSF 2'- 6.6" -37/ 63V 0/ OH 5.50" 0.10 KDDF ( 625) a* For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 2'- 10.2" -66/ 107V 0/ OH 1.50" 0.17 ROOF ( 625) 2-10-03 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 4 1i0EQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "or spacing. 12 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.013" @ 1'- 5.8" Allowed = 0.219" 12.00 7 MAX TC PANEL TL DEFL = -0.011" @ 1'- 5.9^ Allowed = 0.329" MAX HORIZ. LL DEFL = -0.002" @ 2'- 9.4" MAX HORIZ. TL DEFL = -0.002" @ 2'- 9.4" Design conforms to main windforce-resisting 0 system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. ti M-3x4 0 v ' , I 0 I�`► g z -, 3' g+ M-1.5x3 M-1.5x3 1 y 2-10-08 'PROVIDE FULL BEARING;Jts:3,4,2 I sk0 F Qp' PR c'5'NGINE' .- 'SIP/0 44 89200PE �r' JOB NAME : NRT FRENCH 5 PLEX WITH STEP - AJ2 / Scale: 0.5718 VW 1NARuldera GENERAL design Is unyup nthrwise eparameters orewed I.7 OREGON 't',' Truss: AJ2t. Builder contararshould nobenselsstl of all General Notes This ingonip neat.onlyuponparomst arahewn and is doyen individual L ' and Warnings been construction commences building component.Applicability of design parameters end proper 2.204 compression web bracing must be Installed where shown*. incorporation of component lathe responsibility of the building designer. �/ /1 1. F4� 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the lop and bottom chortle to be laterelty braced al Q r '14 4 2,V�`4 e the roaponstblNty of IM erector.Additional permanent bracing of 7 o.c.and at 10 o c.respectively unless braced throughout their length by Cil DATE: 6/18/2016 me overall structure la me n continuous sheathing each es ptywnud sheathing(TC)and/or drywm(BC). R R I'1 '. aponsibdry of the building designer. 3.In Impact bridging or lateral bracing required where shown** d'i T'] L., SEQ.: w2 0 9 2 2 2 6 4.No load should be applied to any component until after Abrading and 4.Installation Mims is the responsibility of the respective contactor. faelenero are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ins non•corroslue environment, TRANS I D: LINK design bads be applied to any component. and are for"dry condition"of use. 5.CompuTrue hes no control over and assumes no responsibility for the 8.Design assumes Nd bearing at all supports shown.shim or wedge If EXPIRES: 12/31/2017 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes 8.Thle design Is furnished subject to the limitations eat forth by 8.Plates shot be lcateduon both ate faces of truge is ss and placed so thelr center June 20,2016 TPIM/TCA In BENZ,copies of which MR be furnished upon request. Bees coincide with lobd center lines. MiTek USA Inc./Com True Software 7.. S.Digits indicate sen of plate In Inches. Ice 671 L( )-E 10.For basic connector plate design values see ESR-1311,ESR-1088(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 10.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-226) 95 4-5=(-213) 130 4-1=(-253) 70 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-103) 0 1-5=(-151) 247 WEBS: 2x9 KDDF STAND LOADING TC 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 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" -23/ 200V -86/ 172H 5.50" 0.32 KDDF ( 625) OVERHANGS: 0.0" 14.7" 2'- 6.6" -70/ 70V 0/ OH 5.50" 0.11 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 10.2" -191/ 281V 0/ OH 1.50" 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. 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/240, TL=L/180 MAX LL DEFL = -0.006" @ 4'- 1.2" Allowed = 0.122" MAX TL CREEP DEFL = -0.008" @ 4'- 1.2" Allowed = 0.163" MAX TC PANEL LL DEFL = 0.013" @ 1'- 5.8" Allowed = 0.219" 12 3 MAX TC PANEL TL DEFL = 0.012" @ 1'- 5.8" Allowed = 0.329" 12.00 V MAX HORIZ. LL DEFL = -0.004" @ 2'- 9.9" MAX HORIZ. TL DEFL = -0.004" @ 2'- 9.4" Design conforms to main windforce-resisting 2 system and components and cladding criteria. Wind: 140 mph, h=21.Bft, TCDL=6.0,BCDL=6.0, ASCE 7-10, * (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads v. in the plane of the truss only. I r 0 N M-4x6 44111441 1 ilil o A- -/ ,� i 4** 5* M-1.5x3 M-1.5x3 y y 2-10-08 1-02-11 'c10 PROp4 PROVIDE FULL BEARING;Jts:9,5,2 .0 & 4SNEL , �Nfi' 89200PE JOB NAME : NRT FRENCH 5 PLEX WITH STEP - AJ3 Scale: 0.9869 ,,400100",",":00- - WARNINGS: GENERAL NOTES, unless otherwise noted: ♦ Ct J OREGON }I 1.Builder end erection contractor Mould be advised of al General Notes 1.This design is based only upon the parameters shown and Is for an individual /(�w OR ELG VO N V 'tri✓ Truss: AJ3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web btedng moat be Inatelbd where shown o. Incorporation of component la the reeponNbARy of the bulMing designer. I-- 4,-'el}" 1 A fl 0` 4tx � 3.Additional temporary bracing to Insure stability during construction 2.Da&pn assumes the top andpoo bottom chords to bere99laterally braced at Y 4 is the respontlbRty of the erector.Additional permanent bracing of 2 continuous and at Id o.c.ouch es elypt roods braced throughout Melt length by 'eF L• conWuous Maelhlrig such es ptywaod sheathing(TC)and/or dryvnA(BC). 4 DATE: 6/18/2016 the overall&ordure Is the reeponmblly of the building designer. 3.2x Impact bridging or later.'braeing required where shown•• SEQ.: K2 0 9 2 2 2 7 4.No load should be applied to any component until after ail bradng and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater then 5.Design assumes trusses ars to be used M e non-corrosive environment, anTRANS ID: LINK design bade be applied ,"any component. Del are mume.I bee 9 use, supports wedge '12/31/2017 5.CompuTma has no control over end mines no responsibility or the 6.Deems NI bearing 1 R su N shown.Shim or vn If EXPIRES: eeerY. June fabrication.handling.shipment end Installation of components. 7.Design assumes adequate drainage is provided. June 20,2016 6,This design is furnished subject la the limitations set forth by S.Plates shall be bested on both feces of trues.and placed so their center TPWdTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Ane./CompuTrus Software 7.6.7(1L)-E to.For basic connector piste design values see ESR-1311,ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 15-05-00 GIRDER SUPPORTING 20-11-00 FROM 4-07-08 TO 15-05-00 IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #15BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-4630) 696 7- 8=(-2078) 2544 7- 1=(-4828) 690 10- 4=( -432) 2854 BC: 2x8 KDDF #1sBTR 2- 3=(-3602) 628 8- 9=( -628) 3956 1- 8=( -410) 3496 4-11=(-5068) 752 WEBS: 2x4 RIDE #16BTR; LOADING 3- 4=(-2220) 480 9-10=(-1086) 3560 B- 2=( -230) 1768 11- 5=( -142) 64 2x6 KDOF #1&BTR A LL = 25 PSF Ground Snow (Pg) 4- 5=( -360) 362 10-11=(-1086) 3560 2- 9=(-1626) 286 TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 15'- 5.0" V 5- 6=( -22) 22 3- 9=( -380) 2456 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 4'- 7.5" V 9- 4=( -862) 1784 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 236.5)+DL( 209.2)= 445.6 PLF 4'- 7.5" TO 15'- 5.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA @@ADDL: BC CONC LL+DL= 2353.0 LBS @ 3'- 7.5" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ( 2 ) complete trusses required. @@ADDL: BC CONC LL+DL= 2139.0 LBS @ 13'- 6.0" 0'- 0.0" -682/ 4911V -2313/ 23136 5.50" 7.86 KDDF ( 625) Attach 2 ply with 3"x.131 DIA GUN 15'- 5.0" -1070/ 6825V -2313/ 2313H 5.50" 10.92 KDDF ( 625) nails staggered: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9" Sc in 1 row(s) throughout 2x4 top chords, REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9" o n 2 row(s) throughout 2x8 bottom chords, 9" oc in 2 row(s) throughout 2x6 webs, BOTTOM CHORD CHECKED FOR SIPSF LIVE LOAD. TOP 9" oc in 1 row(s) throughout 2x4 webs. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. GOND. 2: Design checked fox net(-7 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.020" @ 10'- 10.9" Allowed = 0.483" MAX TL CREEP DEFL = -0.061" @ 10'- 10.9" Allowed = 0.725" 6-09-14 8-07-02 MAX HORIZ. LL DEFL = -0.008" @ 0'- 2.8" 4 1' 1 MAX HORIZ. TL DEFL = -0.013" @ 0'- 2.8" 3-09-04 / l /{ 3-00-10 4-01 4-02-06 0-03-12 f ,/ f IC OND. 3: 150.00 PLF SEISMIC LOAD. 12 M-5x6 M-4x8 M-1.5x3 Design conforms to main windforce-resisting 12.00 V 3 system and components ponents and cladding criteria. ../y Wind: 140 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=l.6,e End vertical(s) a exposed to wind, M-3x6 d e l! Truss designed for wind loads in the plane of the truss only. m I uo 0 oo @@ HANGER BY OTHERS TO APPLY M-3x8 CONC.LOAD(S)EQUALLY TO ALL MEMBERS. v A�`.nl 1111 8 9 10 1 M-3x4 M-6x10 M-3x8 M-3x10 M-6x10 1 *2353# y +21348 t� ��yy/t 3-05-12 3-05-14 3-11-04 4-06-02 y c1 " Pl1 OE4- y 15-05 y Nco� NG'N �'S ci'/0I 4`' :9200PE �r JOB NAME : NRT FRENCH 5 PLEX WITH STEP - BGIRD 44,0# ..' Sale: 0.2775 ► - CC WARNINGS: GENERAL NOTES, unless othervAse noted As, C 1.Builder and erection contractor should be advised of an General Notes t.This deeign is based only upon the parameters shown end is for an Individual " OFREGO,y Truss: BGIRDand Warnings before conahudion commences. building component.Applicability of design parameters and proper 2.2e4 compression web bradng must be installed where shown 5. Incorporation of component a the responsibility of the building designer. /� /�1+ n 3.Addnenal temporary bracing to insure debility during bre shuctie 2.Design assumes the tap end bottom chords to be laterally d th I at +0 F 1.4 , rte)r fi RIO- Is the responsibility of the erector.Additional permanent bracing of 2'o.c end H 7 P c.c.reepectivety unlet braced throughout♦heir length by /(a a� r_ DATE: 6/18/2016 the overall structure Is the n Mbnn of me building tleal liar. continuous sheathing such as pywood sheathing(TC)end or drywan(BC). !Ylhl..:. Nro^ y rq g 3.2e Impact badging or lateral bredng required where shown • 5 SEQ. : K2 0 9 2 2 2 8 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and al no time should any mads greater than 5.Design assumes musses are to be used in.non-conosta environment, TRANS ID: LINK design bads be applied to any component. end are for"dry condition"of use. [v 5.CompuTNs hes no control over and assumes no responsibility forme 6.Design assumes NII bearing at al supped.shown.Shim or wedge if EXPIRES: 12/31/2017 .ry/e3,)fry 0 fabrication,handling.empment and Inateletlon of components. 7.Design ammes coCe�ry. .1 J LL /Gil 6.The design Is furnished witted to the limitations set forth by 8.Plates shall be Keeled on both faces equate drainage iof trust,Band placed w their center d. June 20,20 1 6 TPI,WTCA in 8051,copes of which all be furnished upon request. Anes coincide with joint center linea. MITek USA,Inc./Com uTrus Software 7.6.7 9.Digits indicate alta of plate in inches. F (L)-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 13'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.S0 TC: 2x4 KDDF 41613TR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 84 2- 8=(-103) 1115 8- 3=(-110) 971 10- 7=(-115) 852 2x6 KDDF #16BTR T2 SPACED 24.0" O.C. 2- 3=(-1734) 132 8- 9=(-140) 1331 8- 4=(-307) 185 7-11=(-627) 125 BC: 2x6 KDDF #16BTR 3- 4=(-1116) 102 9-10=(-109) 584 4- 9=(-235) 124 WEBS: 2x4 KDDF STAND; LOADING 4- 5=(-1303) 124 10-11=7 -36) 95 9- 5=( -76) 852 2x4 KDDF #16BTR A; LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 6- 7=7 -775) 92 5- 6=(-670) 98 2x6 KDDF #2 B DL ON BOTTOM CHORD= 10.0 PSF 6-10=(-637) 127 TOTAL LOAD = 45.0 PSF TC LATERAL SUPPORT 24"OC. UON. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ADDL: BC UNIF LL+DL= 30.0 PLF 0'- 0.0" TO 3'- 0.0" V 0'- 0.0" -157/ 1497V -51/ 90H 5.50" 2.39 KDDF ( 625) 13'- 6.0" -101/ 754V 0/ OH 5.50" 0.51 KDDF (1485) NOTE: 2x4 BRACING AT 24"OC VON. FOR ADDL: TC CONC LL+DL= 93.3 LBS @ 2'- 8.0" ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL. BC CONC LL+DL= 733.0 LBS @ 3'- 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL OVERHANGS: 12.0" 0.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. FOND. 2: Design checked for net(-7 osf) uplift at 24 "mc soacina. 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 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 = 0.029" @ 10'- 11.0" Allowed = 0.419" Unbalanced live loads have been MAX TL CREEP DEFL = -0.086" @ 10'- 11.0" Allowed = 0.629" considered for this design. MAX HORIZ. LL DEFL = -0.019" @ 13'- 3.2" *c For hanger specs. - See approved planet 1.0-10-05 MAX HORIZ. TL DEFL= 0.045" @ 13'- 3.2" T U/ 1 f f 2-05-04 Design conforms to main windforce-resisting system and components and cladding criteria. 2-07-11 4-03 3-10=09 2-08-12 Wind: 140 mph, h=21.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 93.30# (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 10.56' load duration factor=1.6, M-4x6 M-3X9 End vertical(s) are exposed to wind, 12.007 M-3x4 M-3x9 Truss designed for wind loads 4 5 in the plane of the truss only. m ® T2 _ o o M-3x9 NOTE:LEGDOWN NOT CHECKED FOR ANY LATERAL LOADS. s :foo 0 THE DESIGN SHALL BE REVIEWED AND APPROVED BY A � r PROJECT ENGINEER OR QUALIFIED BUILDING DESIGNER o FOR LATERAL LOAD AND LATERAL STABILITY.END VERTICAL o NOT EXPOSED TO WIND LOADING,INTERIOR CONDITION. rn ��-LI __ --1 ,__I11 '"- B 10 o M-3x4 -M-6x6 M-5x6 M-5x6 M-3x6 1 N O 12„ -!1 r--I l j.. +7336 y y y ,• 2-06-04 4-07-15 3-10-09 1-11-12 0-05-08 cD PROp�s� ; 1 Y V 1-00 13-06i G' ��'T /�,A. 89200PE 9r'' JOB NAME : NRT FRENCH 5 PLEX WITH STEP - BH1 _4 '/r, Scale: 0.3613 seoeme 110 Cr WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON 1.adder and erection contractor should be advised of an General Notes 1.This design b based onry upon the parameters shown and N for7R an Individual Il GO V . 40 Truss: BH1 and wZ. amings before construction commences. building component.Applicability of design parameters and proper4. 4O\ yv 2.2t4 compression web braang nasi a Installed where.h err.. incorporation of component Is the responsibility of the banding designer. rQ '1)" 14 3.Additional temporary bracing to Insure debility during construction 2.Desitin assumes the tap and bottom chorda to las laterally braced H Z Ac.and arespectively throughout their the responsibility of the erector.Additional permanent bracing of coMlnuouesheathingiuces plywood sheathing(TC)m/or y. c "vf + DATE: 6/20/2016 the overall structure Is the raapon&blity of the building designer. 3.9t Impact bridging or lateral bracing required Where shown c c � R..I y 4.No load should be applied to any component until after all bracing and 4.Installation of wag is the raaponsibnily of the respective contractor. SEQ.: K2092230fasteners are eenrplete and sIne Orna eheuld any loads greater than 5.Design assumes lOsses are to be used Ins nen-eorreekce enrirenment, onend are for"dry condition"of use. TRANS I D: LINK 5.ComWTrue he no control over and design loads be applied to any component.eames no responsibility for the B.Design assumes full bearing at al supports shown.Shim or wedge If EXPIRES: 12/31/2017 nary. fabrication.handling,shipment end Installation of components. 7.Design assumes adequate drainage is provided. June 20,2016 B.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of tons,and placed so their center TPIM.CA In SCSI,copies of which will ba furnished upon request. lines coincide With Joint center tines. 9.Digits indicate sire of Otte in Indies. MITeIr USA Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ERR-1588(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1SBTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 84 2- 9=(-211) 420 9- 3=( -3) 303 8-12=(-553) 199 2x6 KDDF #1SBTR T2 SPACED 24.0" 0.0. 2- 3=(-705) 182 9-10=(-296) 825 9- 5=(-478) 109 BC: 2x4 KDDF #1SBTR 3- 4=( 0) 0 10-11=(-183) 467 5-10=(-131) 124 WEBS: 2x4 KDDF STAND; LOADING 3- 5=(-421) 172 11-12=1 -47) 79 10- 6=(-118) 427 2x4 KDDF #15BTR A; LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-810) 243 6- 7=(-417) 159 2x6 KDDF #2 B DL ON BOTTOM CHORD = 10.0 PSF 7- 8=(-632) 188 7-11=(-406) 190 TOTAL LOAD = 45.0 PIF 11- 8=(-229) 707 TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"0C. UON. LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) -------- - -- LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -119/ 748V -53/ 93H 5.50" 1.20 KDDF ( 625) NOTE: 2x4 BRACING AT 24"OC SON. FOR REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 13'- 6.0" -101/ 586V 0/ OH 5.50" 0.39 KDDF (1485) ALL FLAT TOP CHORD AREAS NOT SHEATHED ------ - - BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 1- OVERHANGS: 12.0" 0.0" 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" M-3x4 where shown; Jts:2,`5-9 3-11-11 9-06-05 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" 'I '( 1. MAX LL DEFL = 0.033" @ 10'- 11.0" Allowed = 0.419" Unbalanced live loads have been 2-05-04 MAX TL CREEP DEFL = -0.068" @ 10'- 11.0" Allowed = 0.629" considered for this design. f f nMAX HORIZ. LL DEFL = -0.022" @ 13'- 3.2" .. For hanger specs. - Seg app2rs r p 1-05-07 2-11 3-10-09 2-0$-12 ans MAX HORIZ. TL DEFL = 0.037" @ 13'- 3.2" 2-08-12 Design conforms to main windforce-resisting T f system and components and cladding criteria. 12 Wind: 140 mph, h=22.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 12.00 177 (All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir), load duration factor=l.6, M-4x6 10.56" End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. lliMirmal , 4Iii1I1 .1 � -, THE DESIGN SHALL BE REVIEWED AND APPROVED BY PROJECT ENGINEER OR QUALIFIED BUILDING DESIGNER , FOR LATERAL LOAD AND LATERAL STABILITY.END VERTICAL I NOT EXPOSED TO WIND LOADING,INTERIOR CONDITION. rn 0 orid IIPI 12 �~�N i 111��� 9 10 11 � o M-4x6 M-4x6 M-3x6 1 N o 13* -e'1 y y l 1 Y y y 2-06-04 4-07-15 3-10-09 2-05-04 y ��� Q P R 0pz, 1-00 13-06 ..,rJ 04G &',9 NE* -�©�A},� Y w 89200PE v� JOB NAME : NRT FRENCH 5 PLEX WITH STEP - BH2 ,, ,/ Scale: 0.3363 ./�'�..r WARNINGS: GENERAL NOTES, unless°thergs.,noted. OREGON "K.. Truss: BH2 1.Builder and erection contractor should be advised of ail General Notes 1.This design b based only upon the parameters shown and is for an individual A and Warnings before construction commences. building component.Applicability of design parameters and proper ln. YS 2.264 commission web breGng must be installed where shown. Incorporation of component la the reeponstbppy of the building designer. d Y 14 p y�N 3.Additional temporary bracing to insure stability during construction 2.Desitin endat19assumes the top and bottom gasabobraced to be laterally braved at L Is the responsibility of the erector.Additional permanent bracing Sr conc'nrin at ea o n respectively ply wood s (TC)a rad their length). R 11..L DATE: 6/20/2016 the overall structure Is the responstbilf the buildingdesigner. 20Im oil bridging sheathing such as plywood quirshee% re shown r drywap(BC). -'!/ m'. 3.26 Impact bridging or lateral bracing required where show„.. SEQ.: K2 0 92 2 3 1 4.No load should be applied to any component until ager all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners ere complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non.corroshe environment, TRANS I D• LINK design bade be applied to any component. and are for"dry condition"of use. • 5.CompuTrue has no control over and assumes no responsibility for the 8.Design assumes Nil bearing at all supports shown.Shim or wedge if EXPIRES: .p 2/31/201 7 hbrlcetion,handling,shipment and instalhtlun of components. canary, 1 L+] l Gil 7 7.Designassumesbesaded on drainage is truss,d. June 20,2016 e.This design Is fumlehed subject to the limitations set forth by S.Plates shell be located on both faces of truss,and placed w their center TP WSTCA in SCSI,ooples of which veil be furnished upon request. lines coincide volth taint center lines. MiTek USA Inc./Com uTrus Software 7.6.7 1 L E 9,Digits indicate size of plate in inches. P ( )- to.For basis connector plate design values see ESR-1311.ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cit=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-63) 56 1-3=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -18/ 105V -24/ 53H 5.50" 0.17 KDDF ( 625) TOTAL LOAD = 45.0 PSF 1'- 9.2" 0/ 27V 0/ OH 5.50" 0.04 KDDF ( 625) 1'- 11.7" -47/ 60V 0/ OH 1.50" 0.10 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1-11-11 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL f {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 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 12 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.004" @ 1'- 2.9" Allowed = 0.147" 12.00 MAX TC PANEL TL DEFL = 0.003" @ 1'- 2.9" Allowed = 0.220" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" sas MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. N Wind: 140 mph, h=20.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, ' Truss designed for wind loads ' in the plane of the truss only. I N n'1 O I 0 o 1��� 3��� -1 M-3x4 y y 2-00 ,c10 P Opt 'PROVIDE FULL BEARING;Jts:1,3,2 ' �Go c1NE 4„ :9200PE <' JOB NAME : NRT FRENCH 5 PLEX WITH STEP - ASJ1 Scale: 0.7950 WARNINGS: Wag 0 Cr 1.Builder GENERAL NOTES, unlessotherwiseareeete. `C7� OREGON ,,' i I.BuMdar eft erection controdor Nxtdtl be amleee of eft General Notes 1.This design is Bassa only upon the parameters shown and is for an individual 7 Truss: ASJ1 and Yhmings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+, Incorporaflon of component Is the roponsiblllty of the building designer. "./� 4 14 2-(3‘ '�+" 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally broae at "�,/ ` Y r A lame re slbluty of the credos.Additional m bracing of T ntl0C.and a110'hin roepe ae ply woods braced(TC)and/melt length by (}J�.i Fi1%�LYh`_ poo e building continuous sheathing such l bracing plywood wired here)and/or erywall(BC). ^♦ ,L77 DATE: 6/18/2016 the overall structure la me ro.pondmity ossa,bwldlrp designer. 3.2x Imp,a bridging or lateral required where shown+. SEQ.: K2092232 4.No load at,aldd 5.applied to any eorepaeest doS)spar aN bracing and 5.4.Installation �ebeblilyofte used in h�npoottaan rrosive mIon.n.m, fasteners are complete and at no time should any loads greater thanDeansign are forumsdry condition"re to we. TRANS I D: LINK design loads. be applied to any component. 8.Design assumes NM bearing at al auppods shown.Shim or wedge If EXPIRES: 12131/2017 S Cam Trus hes no control over and assumes no responsibility for the necessary. fabrication.handling.shipment and installation of components. 7.De4gn assumes adequate drainage is provided. June 20,2016 8.This design Is fumohed subject to the limitations set forth by 8.Plates shall be hated on both faces of trues,and placed so their center TPIN✓ICA in BCSt.copies otwhich vWM be Nmiehed upon request. Ines coincide with Joint center linea. 9.Digi.Indicete size 01 plate in Inched. MITek USA,Inc./CompuTrus Software 7.6.7(1L(-E 10.For bask connector plate design values sea ESR-1311.ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF #1&BTR A LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2- 7=) -45) 354 7- 3=( 0) 183 6-10=(-575) 213 BC: 2x9 KDDF #1&BTR SPACED 29,0" O.C. WEBS: 2x9 KDDF STAND 2- 3=(-639) 173 7- 8=( -61) 352 7- 9=( -53) 56 3- 4=(-398) 224 8- 9=(-185) 432 4- 8=( -54) 153 LOADING 9- 5=(-564) 231 9-10=( -40) 58 8- 5=(-146) 199 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD= 35.0 PSF 5- 6=(-370) 119 5- 9=(-960) 215 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 9= 6=(-208) 599 TOTAL LOAD = 95.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x9 BRACING AT 24"OC VON. FOR LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL-FLATTOP CHORD AREAS NOT SHEATHED 0'- 0.0" -97/ 752V -127/ 172H 5.50" 1.20 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 13'- 6.0" -97/ 586V 0/ OH 5.50" 0.42 KDDF (1400) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-3x9 where shown; Jts:2,6-9,11 •as s s VERTICAL DEFLECTION LIMITS: LL=L/360, TL-L/240 "" For hanger specs. - See approved plans 5-03-11 2-10-10 MAX LL DEFL= -0.002" @ -1'- 0.0" Allowed = 0.067" ,� 3-03-11 2-00 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" f T MAX TL CREEP DEFL = -0.022" @ 8'- 7.3" Allowed = 0.629" MAX TC PANEL LL DEFL = -0.052" @ 2'- 9.9" Allowed= 0.934" 12 12 12.00 7 M-4x6 M-4x6 12.00 MAX HORIZ. LL DEFL = -0.009" @ 13'- 4.3" MAX HORIZ. TL DEFL = 0.010" @ 13'- 4.3" AI1Ni1 rn awn o 9N11-7 gr-1 NO o -/1 ) l i ) y 5-02-04 3-05 3-02-04 1-08-08 y �0 P F{II) b l 1-00 13-06 Co 0GIN S/0 �?` ... 89200PE r-- JOB NAME : NRT FRENCH 5 PLEX WITH STEP - BH3 ',/' Scale: 0.3493 w WARNINGS: GENERAL NOTES, unless otherv4se noted 5. CC Truss• BH31.Balder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for se individual 7 OREGON (4 and Warnings before construction commences. building component.Applkadllry of design potentates �etes and proper d, V/ 2 284 compassion web bredng must be Petaled enters shown a. Incorporation etcomponent le iha responsibility o/Me bulltling Oeelgner. .e7 ` 3.Additional temporarybrecIng to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et /,O f A. �©V Is the responsibility of the erector.Additional permanent bracing of 2 o.c.and at 10 o.e respectivelyunless braced throughout their length by /f 1 Y' DATE: 6/20/2016 the overall structure k the responsibility of the building designer. 3.ae Impact b bridgcontinuous ing or lateral bracsuch as ing quiedhMereeC�and/or dryvreN(BC). ek'/ a 1I SEQ. : K2 0 9 2 2 3 3 4.Na load should be applied to any component until after all bracing and 4.Installation of truss Is the esponalbtify of the respective contractor. {•+ fasteners are complete and at no time should any loads greater than 5.Design sesame,busses are to be used in a nonconoNve environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition"of we. 5.Compalvm has no control over and assume's,responsibility for the 6.Dees gWaesumes full beefing al el supporta shown.Shim or wedge If EXPIRES: 17 fabrication.hantlling,shipment and installation of components. 7.Desitin assumes adequate dteinege la providstl. e 8.This design Is furnished subject to the limitations set forth by S.Plates ahal nn be located on both feces of Ie and dared so their center June 20,2016 TPI,TCA In SCSI.copies of which SI be furnished upon request. Anes coincide with joint center lines. MiTek USA,IBC.lCOmpuTrus Software 7.6.7(1L}E 0.Digits indicate size of plate in inches. to,For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR A LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2- 9=) -87) 357 9- 3=( 0) 183 SPACED 24.0" O.C. 2- 3=(-634) 250 9-10=(-106) 352 9- 6=( -61) 64 BC: 2x4 KDDF #1&BTR 3- 4=( 0) 0 10-11=(-225) 432 6-10=( -51) 153 WEBS: 2x4 KDDF STAND LOADING 3- 6=(-348) 266 11-12=( -43) 61 10- 7=(-139) 142 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=( 0) 0 7-11=(-460) 262 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-564) 293 11- 8=(-263) 599 TOTAL LOAD = 45.0 PSF 7- 8=(-370) 153 8-12=(-575) 258 - NOTE: 2x4 BRACING AT 24"0C 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" -132/ 752V -128/ 173H 5.50" 1.20 KDDF ( 625) 13'- 6.0" -97/ 586V 0/ OH 5.50" 0.42 KDDF (1400) OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR SOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-3x4 where shown; Jts:2,8-11,13 BOND. 2: Design checked for nett-7 osfl uolift at 24 "oc soacina. ** For hanger specs. - See approved plans 0-02-10VERTICAL DEFLECTION LIMITS: LL=L/360, TI.-1./240'ff MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" 6-07-11 0-02-10 4-07-11 2-00 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.022" @ 8'- 1.4" Allowed = 0.629" 5-02-04 1-05-07�1-05-07 3-02-04 2-00 MAX TC PANEL LL DEFL = 0.033" @ 3'- 0.0" Allowed = 0.434" ,I' ' fi' '1' 'f f MAX HORIZ. LL DEFL = -0.010" @ 13'- 4.3" MAX HORIZ. TL DEFL = 0.010" @ 13'- 4.3" 5-04-10 f f Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 12.00 7 N 12.00 M-4x6 M-4x6 Wind: 140 mph, h=22.5ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, ,+O=O4 End vertical(s) are exposed to wind, Ari 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 ��to ' FOR LATERAL LOAD AND LATERAL STABILITY.END VERTICAL „y NOT EXPOSED TO WIND LOADING,INTERIOR CONDITION. r p._sx6 l.I A it ^ MM 13 _,p 9 10 11 o / N **12 I y l l )" 9,0) P R 0F'�C 5-02-04 3-05 3-02-04 1-08-0ay 1-00 13-064,44,3<<'. G,IN •� '/p ... 1 l :9200PE r AiOf°4°.. . . JOB NAME : NRT FRENCH 5 PLEX WITH STEP - BH4 Scale: 0.2646 r1-1 rAPP WARNINGS: GENERAL NOTES, unless olhem'Iw noted 1110 4t. -s� OREGON �[j e . 1.Builder end erection contractor should be advised of al General Notes 1.This design Is bawd only upon the parameters shown end h tel an individual 7 `Y Truss: BH4 and Warnings before construction commence. building component.Applicability of design parameters and proper LIQ t,,�y 4 /l 2.2x4 compression web brodng moat be installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure debility during construction 2 Design assumes the lop and bottom droroe to espectNely unless d laterally brhout aced at ili (]� by lathe responsibility of the erector.Additional permenenl bracing of 2 continuous sheathing rsuch as plywood seething(TC)and/orMdrywal(B Fi R 11 - v DATE: 6/20/2016 the overall dnKtwe Ie the responsibility of building designer. 3.25 Impact bridging or lateral radng required where shown+s S E K2 0 9 2 2 3 4 4.No bad should be applied to any component well after all bredng and 4.Installation 5111555 Is the responsibility of the respective contractor.Q• fedaners ere complete and el no time should any beds greeter than 5.Design assumes trusses we to be used Ina noxorroshe environment, end aro for"dry condition'of use. TRANS I D• LINK design bade be applied to any componed.vo .pane y 8.Design assumes NI bearing at al supports shown.Shim or wedge if EXPIRES: 12/3112017 5.Com Trus hes no control over end eswmae no ro Ibil for the neseeee fabrication.handling,shipment end bdalbllon of components. 7.Design assumes adequate drainage is provided. June 20,2016 6.This design is furnished abject to the limitations set forth by 8.Plates steel be located on both feces of truss,end placed w their center TPIM/TCA M SCSI,copies of w11kh will he furnished upon request. lines g.Deese indicate size tth o1 tpint co terhwhss.. MITek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.are beds 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 4'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1sBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 99 2-9=(0) 0 BC: 2x4 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-88) 47 TC LATERAL SUPPORT <= 12"OC. SON. 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: 18.0" 0.0" TOTAL LOAD = 45.0 PSF CO- 0.0" -72/ 924V -26/ 102H 5.50" 0.68 KDDF ( 625) 2'- 11.0" -55/ 84V 0/ OH 1.50" 0.13 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 0.0" 0/ 39V 0/ OH 5.50" 0.06 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.011" @ -1'- 6.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.015" @ -1'- 6.0" Allowed = 0.150" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.019" 2-11-12 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.028" MAX BC PANEL LL DEFL = 0.007" @ 1'- 10.6" Allowed = 0.159" 1' f MAX BC PANEL TL DEFL = 0.006" @ 1'- 9.2" Allowed = 0.206" 12 MAX HORIZ. LL DEFL = -0.000" @ 2'- 11.0" 8.00 MAX HORI Z. TL DEFL = -0.000" @ 2'- 11.0" 3 -/ Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 1 (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 u1 in the plane of the truss only. 0 N o 0 f 0 2 N Illi4 M-3x4 1 l ), 1-06 4-00 'PROVIDE FULL BEARING;Tts:2,3,4 N. tyG �C,9 JQ 89200PE 1.- JOB 'JOB NAME : NRT FRENCH 5 PLEX WITH STEP - BJ1 r,�. Scale: 0.6296 -, 1" •11 WARNINGS: GENERAL NOTES, unlessotMrwlse nolatl le [, Truss: BJ1 1.Builder and erection oonlreaor shouts be advised of all General Notes 1.This design is based only upon the parameters shown end is for an Individual f7 OREGON 4t, and Warnings before construdion nommen... building component.Applicability of design parameters and proper r ♦ 4, 2.244 compression web bracing must be installed where shown o. incorporation of component is thereeponablity of the building designer. �✓ i[� • M1` 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom.tants to be laterally bra..el '�(4 �, ���" Is IM responsibility of the erector Additional permanent bracing or 7 a.c.and et 10 o.c.reepeclNely unless braced throughout their by p` DATE: 6/18/2016 the overall structure N the rasps athlity of the building designer. continuous sheathing such as plywood ehealhing(TC)and(or drywal(BC). L"R R 1 L�". 3.2x impact bridging or lateral bracing required where shown•+ �r SEQ.: 1<209223 5 4.No bad should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective centrad°, fasteners are complete and el no time should any loads greater than 5.Design assumes trusses ere to be used in a nanconoeie environment, TRANS ID: LINK design beds be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Dee`p assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2017 12 fabn.tion,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 8.This design B furnished subled to the limitations set fart by 8.Plates shall be located en both feces of truss,end placed so their center June 20,2016 TPIANTCA In BCSI,copies of which will be fumlshed upon request. lines colndde with Joint center lines. MiTek USA,Ino./CompUTrus Software 7.6.7(1 L)-E 9.Digits indicate alis of plats In ache.. io.For basic connector plate design values see ESR-1311.ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 9-08-00 DUTCH SETBACK 1-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR 9-08-00 GIRDER SUPPORTING 37-00-00 1- 2=(-4316) 760 1- 7=(-1196) 3594 2- 7=( -642) 3816 10- 5=(-630) 3730 BC: 2x6 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-3026) 542 7- 8=(-1216) 7666 7- 3=(-4474) 772 3- 4=(-7424) 1316 8- 9=(-1228) 7764 3- 8=( -286) 1984 WEBS: 204 KDDF STAND; 2x9 DF STAND A LOADING 9- 5=(-2958) 530 9-10=(-1228) 7764 8- 9=( -3 ) 910 LL = 25 PSF Ground Snow (Pg) 5- 6=(-4216) 744 10- 6=(-1210) 3548 9- 4=( -278) 1746 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 9'- 8.0" V 4-10=(-4710) 808 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 12.5)+DL( 5.0)- 17.5 PLF 1'- 0.0" TO 8'- 8.0" L BC UNIF LL( 0.0)+DL( 15.0)= 15.0 PLF 0'- 0.0" TO 9'- 8.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC UNIF LL( 437.5)+DL( 350.0)= 787.5 PLF 0'- 0.0" TO 9'- 8.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -760/ 4284V -2000/ 2000H 5.50" 6.85 KDDF ( 625) -fir 0'- 2 ) complete trusses required. Attach 2 1with 3"x.131 DIA GUN LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 8.0" -760/ 4284V -2000/ 2000H 5.50" 6.85 KDDF ply REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. nails staggered: /AA\A/ 9" oc in 1 row(s) throughout 2x4 top chords, 6" oc in 2 row(s) throughout 2x6 bottom chords, BOTTOM CHORD CHECKED FOR OUPSF LIVE LOAD. TOP 9" oc in 1 row(s) throughout 2x4 webs. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.048" @ 3'- 10.2" Allowed = 0.292" MAX TL CREEP DEFL = -0.104" @ 3'- 10.2" Allowed = 0.438" MAX HORIZ. LL DEFL = -0.014" @ 0'- 5.5" MAX HORIZ. TL DEFL = -0.024" @ 0'- 5.5" 1-00 7-08 1-00 ICOND. 3: 2000.00 LBS SEISMIC LOAD. 1-00 2-06-11 2-08-07 2-04-15 1-00 Design conforms to main windforce-resisting system and components and cladding criteria. 12 12 Wind: 140 mph, h=20.9ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 12.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12.00 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-5x6 M-3x8 M-4x10 M-5x6 2 3 4 5 104 rn - •1 I i / I I �J L I 1 A Y- o � � _' I ' I P _ I I on � Ll I I - 1I ,m 1 6n o 1}C 7 8 9 10 --'<...6 I 0 M-5x10 M-4x6 M-3x6 M-5x10 M-6x8 M-6x8 , y y l l 1 1-03-08 2-06-11 2-04-15 2-01-07 1-03-08 9-08 y "s: 0 Pf OF.4, ' c.D 89200PE 1'" • JOB NAME : NRT FRENCH 5 PLEX WITH STEP - DH1Scale: 0.4855 :;?" -� WARNINGS: GENERAL NOTES, unless otherwise noted OREGON f'yAI tf 1.Bulder and aredlen contradar should be advised of all General Notes 1.This design la based only upon the parameters shown and is for an individual 7 .V Il GO1 V� Truss: DH 1 and Wamings before construction commences. building component.Appliebillty of design parameters and proper + JI ly �A 2.2v4 compression web bradng must be bstalbtl where shown*. incorporation of component la the responsibny of the bulking designer. _7( 14 V 3.Additional temporary bracing to Insure stability during construction 2.Design met t 10' o.c.the respectively vel un chorda to be laterally braced Nby {]� Is the reaponNb@ f the erector.Additional permanent brad f T conttra.inuous end e1 ea c.c,such as ety unNss bread ITC)an throughout their length). + 'v y o "g° continuous Meathing such as ply wog sheathing TC)angor dry0 50). R" 4 DATE: 6/18/2016 tiro overall structure la the responsibility of the bulking designer. 3.2a Impact bridging or lateral bradng required where shown++ 4.No load should be applied to any component until ever all bradng and 4.Installation of truss is the responsibility 0:the respective contractor. SEQ.: K2 0 9 2 2 3 7 fasteners are complete and al nc time should any bads greater than 5.Design eseumee trusses are to be used in a noncorrosive environment. design bads he applied to any component. and are for"dry condition"of use. TRANS ID: LINK S.Design assumes MI bearing atNflsupports Worm.Shim orwedge if EXPIRES: 12/31/2017 6.CompuTNs has no control over and assumes no responsibility for the neceaary. fabrication.handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. June 20,2016 S.This design is furnished subject to the limitations set forth by B.Plates shell be located on both facet or truss.and pieced as their anter TPILW0CA in SCSI,copies of which will be furnished upon request. g,Ines olndde with NMI a alta of platee nter Ines. DigitsIn knees, 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 TC: 2x9 KDDF C16:IOR TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cit=1.00 BC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 SPACED 29.0" O.C. 2-3=( 1) 32 2-9=(0) 0 TC LATERAL SUPPORT <= 12"OC. UON. 2-3=(-91) 32 BC LATERAL SUPPORT <= LOADING 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF DL ON BOTTOM CHORD = 10.0 PSFOCATIOG MAX VERT MAX HORZ SIG REQUIRED SPG AREA OVERHANGS: 12.0" 0.0" LOCATIONS' REACT TONS 4REACTIONS 8H 5I5E 0.53 ( 625) TOTAL LOAD = 95.0 PSF 0'- 0.0" -79/ 332V -24/ 80H 5.50" 0.53 KDDF ( 625) 1'- 2.9" -97/ 22V 0/ OH 1.50" 0.09 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 0.0" -39/ 30V 0/ OH 5.50" 0.05 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/290 1-03-10 MAX LL DEFL = 0.003" @ =1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100- f f MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.008" MAX BC PANEL LL DEFL = -0.001" @ 1'- 0.1" Allowed = 0.054" 12 MAX BC PANEL TL DEFL = -0.001" @ 1'- 0.1" Allowed = 0.072" MAX BC PANEL TL DEFL -0.000" @ 1'- 4.0" Allowed = 0.072" 12.001-27 MAX HORIZ. LL DEFL = -0.000" @ 1'- 2.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 2.9" 3 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=2l.lft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ' load duration factor=1.6, 0 on End vertical(s) are exposed to wind, ti I Truss designed for wind loads o in the plane of the truss only. I m /- 0 rillj0 I /- M-3x4 1 l y y 1-00 2-00 'PROVIDE FULL BEARING;Jts:2,3,9 �9, ) PRQp SS �• GIN y0 Q 89200PE �r JOB NAME : NRT FRENCH 5 PLEX WITH STEP - BSJ1 Scale: 0.7033 .�� WARNINGS: GENERAL NOTES, unless otherwise noted. _�." �� Truss: BSJl I.Builder and erection contractor should be advised oral General Notes 1.This design is based only upon the parameters shown and h for an individual OREGON r� and Wamings before construction commences. building component Applicability of design parameters and proper ..f 2.2x4 compression web bracing must be batched where shown�, Incorporation of component Is the responsibility of the building designer. a 3.Additional temporary bracing to Insure standby during construction 2 Design assumes the lop and bo=om chords to las laterally t sr I at �� Y y A A le 1,� DATE: 6/18/2016 is the responsibility of me erector.Additional permanent bracing of 2'o.c.and she a.c.respectively ply udeae braced throughout malt bo=th by 1`Y' G the overall structure lame responsibility of the building designer. continuous eh“thing such as plywood sheathing(TC)and/or drywall(BC). `I L� SEQ.: K2092238 4.Noloadshouldbeapplledtoanycomponentuntilatterallbrads d 3.In Impactbnlhuaorblaresprad"=ryofthewhpreMowota IQi fasteners are complete and al no time should anyloads h an 4.Design dalnlion assum truss busses responsibility of the respective contractor, TRANS ID greater 6.aw are Innmysonpen"of toes used banonco roays environment, LINK aedgnb.aabeappnealo.nywmpanent. and.rorordncanaNan•ola.e. 5.CompuTme has no control over and assumes no raaponablllly for the 8.Design NI bearing at all suppods Mown.Shim or wwdge If �I[y ( )ry:r ry .I fabrication,handling,shipment and installation of components. EXPIRES:I REl3: 1l.J t{C 0 17 6.This dod=o is furnished cabled to the limitations eel forth by 7.Design ssumes adequate drainage is provided. TPWJICA in BCSI,copies of which will be furnished upon request. 8.Inels coes inddad e with Joint centtee located on rr lines. aof trues,and bisects their comer June 20,2016 MiTek USA IAC./CompuTtus Software 7.6.7(1 L}E S.Digits indicate size of plate In Inches. 10.For basic connector plate design values sea ESR-1311,ESR-1888(MiTek) MlMIIMllMlI.lIIIMI.MMM.M.....IlI.MMMMIMMMMIMMlMlMMMIMMlMI7' This design prepared from computer input by I, Pacific Lumber and Truss-BC TRUSS SPAN 1'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 LUMBER SPECIFICATIONS 1-2=(-39) 89 2-9=(0) 0 TC: 2x4 KDDF #1&BTR LOAD DUSPAIED I2CR0ASE = 1.15 2-3=(-56) 26 SPACED 29.0" O.C. BC: 2x4 KDDF 4168TR TC LATERAL SUPPORT <= 12"OC. UON. LOADING LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX BORE BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 12 TOTAL LOAD = 95.0 PIP 0'- 0.0" -72/ 261V -21/ 79H 1.50" 0.92 KDDF ( 625) OVERHANGS: 12.0" 0.0" 0'- 11.2" -14/ 30V 0/ OH 1.50" 0.05 KDDF ( 625) 12.00 LL = 25 PIP Ground Snow (Pg) 1'- 0.0" -90/ 30V 0/ OH 1.50" 0.05 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. (OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/290 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" MAX BC PANEL LL DEFL = -0.001" @ 0'- 5.6" Allowed = 0.030" MAX BC PANEL TL DEFL = -0.001" @ 0'- 5.6" Allowed = 0.040" -ar MAX HORI Z. LL DEFL = 0.000" @ 0'- 11.2" MAX HORIZ. TL DEFL = -0.000" @ 0'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. ' M ' o Wind: 140 mph, h=19.7ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, N (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads f in the plane of the truss only. M �+ /- /le M-3x4 'S. Pfd OF s 1 y 1-00 1-00 (�F�C (PROVIDE FULL BEARING. I "`t 89200f" JOB NAME : NRT FRENCH 5 PLEX WITH STEP - DJ1 Scale: 1.0758 �. • WARNINGS: GENERAL NOTES, unless otherwise noted OREGON . 4 1.Builder der aerection contractor should be advised of all General Notes 1.This design n based only upon parameters pem.ters awn and I.for an individualT A Truss: DJ1 and waming•before cenetrudlen commencoa, building component.Applicability of design parameters and proper �/� .(t Iy 14 n t4 2 2s4 compression web bracing must be InWlled where shown v. Incorporation of component le the responsibility of me buildkg designer. ( L 2.Design assumes the lop and bottom chords to be laterally braced al C�. 3.Additional temporary bredng to insure ability during construction T o.e.end et 10'o.e.reapeono jo unless breasd throughout their length by � / R R t V Is the reeponsibGty or the erector.Additional permanent bracing of oontinuou•Mesthbg such es pNweod Meathing(TC)and/or drywdl(BC). t DATE: 6/18/2016 the overall structure N the rsaponsibBty of the building designer. 3.2x Impact bridging or lateral bracing required where Moven s e 4.No load should be applied to any component until after all bredng and 4.Installation of(run la the responsibility of the reepectNe connector. REQ.: K2 0 9 2 2 3 9fasteners are complete end at no time should any toads greater than 5.Design assumes narxe trusses are to be used in s aorroshe environment, and ere for"dry condition"of use. EXPIRES: 12/3112017 TRANS I D. LINK design bade be applied to tiny component. 6.Desiswan.Design sarn NA bearing at all supports shown.Shim or wedge if B.CumpuTros has no control over and assumes no Newnan),for the necessary, fsbrketkn,handling,shipment end installation of components. 7.Design assumes adequate drainage N provided. June 20,2016 6.This design N furnished subject to the limitations set forth by S.plate Plates shag loc john cnbermllnea.s of truss,end placed so their center TPLMRCA In BCS(,copies of which El be finished upon request. 9.Digits indicate sirs of plate In Inches. MiTek USA lnc./CompuTrus Software 7.6.70L}E to.For basic connector plate design values see ESR-1311,ESR-1986(Mask) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 5.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-108) 170 6-7=(-252) 635 1-6=(-156) 122 9-8=(-330) 151 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. WEBS: 2x4 ROOF STAND 2-3=(-734) 312 7-8=(-152) 503 6-2=(-905) 214 8-5=(-131) 636 3-4=(-635) 269 8-9=( -67) 88 2-7=(-274) 271 5-9=(-865) 238 LOADING 4-5=(-631) 195 3-7=(-230) 478 TC LATERAL SUPPORT <= 12"OC. UON, LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 7-4=(-197) 183 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA as For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -144/ 925V -297/ 322H 5.50" 1.48 KDDF ( 625) 20'- 5.0" -142/ 912V 0/ OH 5.50" 1.46 RODE ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. IC OND. 2: Design checked fox net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 9-08-10 10-08-06 MAX LL DEFL = 0.017" @ 9'- 10.4" Allowed = 0.650" fMAX BC PANEL TL DEFL = -0.156" @ 4'- 8.4" Allowed = 0.604" 4-09-01 4-11-09 5-05-07 5-02-15 MAX HORIZ. LL DEFL = 0.007" @ 20'- 3.2" f f f f f MAX HORIZ. TL DEFL = 0.011" @ 20'- 3.2" 12 12 M-5x6 12.00 7Q 8.00 Design conforms to main windforce-resisting Q. system and components and cladding criteria. Wind: 140 mph, h=24.8ft, 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 pOpp. M-3x4 in the plane of the truss only. 4 M-3x4 2 y M-3x9 5 • M-1.5x3 /- 1 0 M-3x4 9 M-3x8 M-3x4 M-1.5x3 M-3x5(S) J• l l l 9-10-06 5-07-03 4-11-07 J• PeA 1 ss 14-00 20-05 6-OS y Hca �0i-Ek.. /0. 4 p �y17 89200PE I JOB NAME : NRT FRENCH 5 PLEX WITH STEP - C1 //_�:, .- Scale: 0.2186 "• i . 44. WARNINGS: GENERAL NOTES, unless olherwlse noted. � �!' Truss: Cl 1.Balder end erection contactor Would be advised of all General Notes 1.This design is based only upon the parameters shown and N for en individual T7� OREGON 1 e. end Warnings before canatructbn commences. building component Applicability of design parameters and proper { �K✓ 2254 compression web baring must be installed where shown*. Incorporation of component Is the responsibility of the building designer. �✓0 2V�Additional temporary bracing to Insure stability during construction2.Design assumes the top and bottom Mord.to be laterally braced a1 3.Add Is the responsibility of the erector.Addbbnel permanent bracing or 2 o.c.and at id o c reapactWeN unlace braced ihroughoul their length by 4''� �^�+v " VN N the ro continuous eheathlw such es plywood sheathing(TC)entl/or drywell(BC) t R A IO- DATE: �` esons/My of the bulltling designer. 3.2x impact bridging or lateral baring required where shown.* Y DATE: 6/18/2 016 the overall structure SEQ.: K2 0 92 2 4 0 4.No bed should be applied to any component until eller all baring and 4.Installation of truss Is the responsibility Whet respective contractor, faaeners are complete and al no time should any loads greater than 5.Design assumes busses are to be used in a noncorrosive environment, TRANS ID: LINK design bads be applied to any component. end are for"dry condition•of use. 5.campurrue hes no control over and assumes no responsibility for the 6.pee eg assumes full bearing at ani supports shown.Shim or wedge If EXPIRES: 1/201 7 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is prodded. 2 8.This design a furnished subject to the limitations set forth by 8.Plates shallbe located an both faces of truss,and placed so their center June 20,2016 TPW4TCA In SCSI,copes of which wN be fumished upon request Ines coincide with joint center linea. MiTek USA Inc./CompaTNs Software 7.6.7(114-E9.Digits indicate are of plate In inches. 1O.For bask connector piste design values see ESR-1311,ESR-7988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 20-05-00 GIRDER SUPPORTING 8-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-1836) 291 7- 8=(-301) 394 7- 1=(-2047) 295 10- 4=( -69) 886 2- 3=(-1829) 371 8- 9=(-312) 1261 1- 8=( -131) 1301 4-11=(-1364) 213 2x6 KDDF #1&BTR T2 BC: 2x6 KDDF #lis BTR LOADING 3- 9=(-1252) 298 9-10=(-253) 1906 8- 2=( -212) 104 5-11=( -93) 3 67 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=( -639) 205 10-11=(-253) 1406 2- 9=( -165) 177 11- 6=( -220) 1589 2x6 KDDF #2 A TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 20'- 5.0" V 5- 6=( -930) 241 11-12=( -85) 126 9- 3=(- 185 )85) 959 59 6-12=(-2176) 316 BC UNIF LL( 75.0)+DL( 80.0)= 155.0 PLF 0'- 0.0" TO 20'- 5.0" V TC LATERAL SUPPORT <= 12"OC. UON. AREA BC LATERAL SUPPORT <= 12"OC. UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -315/ 2297V -213/ 279H 5.50" 3.68 KDDF ( 625) NOTE: 2x4 BRACING AT 24"OC UON. FOR BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 20'- 5.0" -325/ 2297V 0/ OH 5.50" 3.67 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED 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 = -0.039" @ 12'- 2.5" Allowed = 0.650" MAX TL CREEP DEFL = -0.089" @ 12'- 2.5" Allowed = 0.975" 6-11-11 10-05-10 2-11-11 MAX HORIZ. LL DEFL = 0.009" @ 20'- 2.3" f f ' f MAX HORIZ. TL DEFL = 0.016" @ 20'- 2.3" 3-08-01 3-03-10 5-02-13 5-04-04 2-10-09 1' 1 f '1 1 f Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 12.00 17 M-9x6 M-4x6 N 12.00 M-3x8 Wind: 140 mph, h=23.4ft, TCDL=6.O,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 load duration factor=1.6, r✓f _ �� End vertical(s) are exposed to wind, Truss designed for wind loads 111, rn the plane of the truss only. (2)M-1.5X3 OR EQUAL AT UPRIGHTS. M-5x6 M-3x4 e4 -' M-4x6 TYP AT HORIZONTAL INLETS. 1M-3x6 0 1NIyf"-to MIIMIMIMM II AM=11 3rr9B 11 li112 7** 8 9 1 M-1.5x4 M-3x5 M-3x8 M-3x6 M-5x6(S) M-4x8 M-1.5x4 1 l l y l 3-04-09 3-03-15 5-06 5-06 2-08-08 4� 41 PR oCS 1400 y 605 l `Co 1yC„ I1,E' /0 J, 20-05 4 89200f E A'r JOB NAME : NRT FRENCH 5 PLEX WITH STEP - CH1 Scale: 0.2394 leree WARNINGS: GENERAL NOTE B, uMes.othervdserroted• - 60 4Z7 -.7 OREGON to t/i ., 1.Snider and cradles contractor stwulo be advised oral General Notes 1.This destpn Is based only upon the parameters ehawn and is for an Individual X71/ v v Truss: CH I and Warnings before condnldion commences. building component.Applkabillty of daaIgn parameters and proper �J syr • 2.2e4 compression web bndng must be installed where shovel+. incorporation of component Is the responsibility of the building designer. v�0 f� 1 A 2,Q7 4 3.Additional tem stability 2 Design assumes the top end bottom chords to be laterally braced at 4 R]. temporary bracing to Insure stabil during construction 2'o.c.and at 10 c.c.respectively unless braced throughout their length by ` ` �J la the responsibility of the erector.Additional permanent bracing of contlnuous ehsething each as plywootl sheathingRC)andlor dryweA)BC). FI/We .R 11_\- DATE: 6/18/2016 the overall structure k the rsaponslblly of the building designer. 3.W Impact bridging or Were!bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of iruas k the reeponabllty of the respective contractor. SEQ.: K2 0 9 2 2 4 2 fasteners are complete and at no time should any loads greater than 5,Design eseumes trusses are to be used in a non-corrosive environment, design load.be appose to any wmponanl and are for'dry condSon'of use. TRANS ID: LINK e.Design assumes mabearingatal supporta shovn.Shim oroedge:t EXPIRES: 12/31/2017 5.CompuTr re has no control over and assumes no reeponaibl ty for the news/dry. fabrication,handling.shipment and Installation of components. 7.Design assumes adequate drainage Is provided. JUMP.20,201 6 6.This design is furnished sub)ed to the limitations col forth by 6.Plates shell be located on both faces of truss,and placed w their center TPW.tTCA In SCSI,copies of whkh will be furnished upon request. B.Ines ss oincide with OW ncidte size of center eilnes. in) MITek USA Ino./CompUTnae Software 7.6.7(114-E to For bask connector plate design valves see ESR-1311.ESR-7888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TC: 2x4 KDDF 416BTR TRUSS SPAN 20'- 5.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 BC: 2x9 ROOF 41613TR LOAD DURATION INCREASE = 1.15 1- 2=(-835) 251 8- 9=(-317) 257 8- 1=(-883) 271 11- 6=(-115) 124 WEBS: 2x9 KDDF STAND SPACED 24.0" O.C. 2- 3=(-745) 393 9-10=(-335) 630 1- 9=(-105) 561 6-12=(-373) 210 LOADING 3- 5=(-473) 349 10-11=1-179) 480 9- 2=(-129) 133 12- 7=(-199) 640 TC LATERAL SUPPORT <= 12"OC. UON. 9- 5=( 0) 0 11-12=(-192) 459 2-10=(-262) 216 7-13=(-885) 306 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-690) 342 12-13= DL ON BOTTOM CHORD = 10.0 PSF ( -66) 88 10- 5=(-127) 258 TOTAL LOAD = 45.0 PSF 6- 7=(-588) 209 10- 5=(-127) 112 5-11=( -57) 185 NOTE: 2x9 BRACING AT 24"OC UON. FOR LL = 25 PSF GroundSnow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX TIONHORZ BRG REQUIRED BRG AREA = LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES _ __________________ ) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -143/ 919V -272/ 298H 5.50" 1.97 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 20'- 5.0" -143/ 919V 0 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. / OH 5.50" 1.97 ROOF ( 625) M-3x4 where shown; Jts:1-2,6-7,9,11-12 ** For hanger specs. - See approved plans 0-03-14 ICOND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/290 8-11-12 1-10 9_07_09 fMAX LL DEFL = 0.015" @ 10'- 10.6" Allowed = 0.650" MAX TL CREEP DEFL = -0.030" @ 10'- 10.6" Allowed = 0.975" 4-05-12 4-04-04 1-11-12 4-10-08�� 4-04-14 .( f 12 f f MAX HORIZ. LL DEFL = -0.008" @ 20'- 3.2" M-4x6 12 MAX HORIZ. TL DEFL = 0.009" @ 20'- 3.2" 12.00 7M-5x6 3 4 .. 8.00 4:1:A� Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=29.4ft, 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. 11111 IIIIIIIIIIIIIIIIIIIIIIIIII 7 -' • • 1.11 f 44411111111111 I I I 8* giMMIMW4AMMMaMMIMMIIMIMMIAil „, 10 11 M-1.5x3 M-3x8 M-3x5(S) 12 M-1.5x3 *13 1 l l l l ), 4-02-04 4-06 2-08-13 4-10-08 4-01-06 1 1 1 14-00 20-05 6-05 y \�( ..Gr cyi 'kJ 11 4•A., 89200PE JOB NAME : NRT FRENCH 5 PLEX WITH STEP - CH2 Scale: 0.2259 `.'" ^/ WARNINGS: GENERAL NOTES, unless otherwise noted: 8� �r . Truss: CH2 1.Builder and erection contractor should be advised of al General Notes 1.This design is based only upon the parameters Mom and Is hr an individual - -l- OREGON . , 1 and Warnings before construction commences, building componentApplicability of design parameters and proper 7 2.2a4 compression web bracing must be Metalled where shown+, Incorporation of component Is the reeponeiblley of the building designer. // 3.Additional temporary bracing k Insure debility during construction 2 Design assume.the lop and bottom chorda to be laterally braced et �� -7 Y y 4. !1 DATE: 6/18/2016 is the repotn,ot of the erector.responsibility al permanent bracing of 2'o.c.end at 10 o.c.respectively unless braced throughout melt kngth by L G Me overall structure k the responsiblity of the building designer. continuous sheathing or ater as plywood required where stk. .•tlrywell(BC). IO- DATE: SEQ.: K2092243 4.No load should be applied to any component until after all bracing and 4.nelalal Imbripact ga la the relsporsibilitroither sppectie contractor. IL.\7 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition.of use. 12/31/2017 r� ry/ Iy l 7 5.CompuTms has no control over and assumes no responsibility for the 8.Decegn�essumes full bearing al all supports Mown.Shim or wedge If EXPIRES; I/Is7!Id 0 1 f fabrication,handling,shipment and Inslalktlon of components. "y' 8.ml.design Is furnished sub)ed h the limitations»t forth by 7.Design assumes adequate drainage h provided TPIIWICA In SCSI,copies of which Mil be furnished upon re S. c shat be located on both hoes of boss,.,and placed so their center June 20,2016 p quest. lees Ynsa coincide with joint center lines. MITek USA Ina/CompuTrus Software 7.6.7(1L}E S.Digits Indicate dr.ofplate In inches. to For bads connector plata design values see ESR-1311,EBR-1838(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC 10-00-00 HIP SETBACK 2-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBERSPECIFICATIONS 1- 2=(-711) 131 1- 6=(-45) 435 6- 2=) -9) 353 TC: 2x6 KDDF 81611TA 10-00-00 URTI GIRDER SUPPORTING Non--e0 2- 3=(-435) 121 6- 7=(-95) 833 6- 3=(-448) 96 BC: 2x6 KDDF ST6N00 LOAD DURATION INCREASE = 1.15 (Non-Rep) 3- 4=(-435) 121 7- 8=(-95) 833 7- 3=( 0) 168 WEBS: 2x9 KDDF STAND LOADING 4- 5=(-711) 131 8- 5=(-45) 435 3- 8=(-448) 96 e- 9=( -9) 353 TC LATERAL SUPPORT <= 12"OC. UON. LL = 25 PSF Ground Snow (Pg) BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 2'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC UNIF LL( 50.0)+DL( 20.0)- 70.0 PLF 2'- 0.0" TO 0'- 0.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TC UNIF LL( 50.0)+DL( 20.0)- 70.0 PLF 8'- 0.0" TO SO'- 0.0" V NOTE: 2x4 BRACING AT 24"OC UON. FOR BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 10'- 0.0" V 0'- 0.0" -73/ 642V -37/ 37H 5.50" 1.03 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED BC UNIF LL( 18.8)+DL( 15.0)= 33.8 PLF 0'- 0.0" TO 10'- 0.0" V 10'- 0.0" -73/ 642V 0/ OH 5.50" 1.03 KDDF ( 625) TC CONC LL( 16.7)+121( 6.7)= 23.3 LBS @ 2'- 0.0 TC CONC LL( 16.7)+DL( 6.7)= 23.3 LBS @ 8'- 0.0" OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL C VERTICAL LL=L/360, TL=L/240 REQUIREMENTS OF INC 2012 AND IRC 2012 NOT BEING MET. MAX IL DEFL = C DEFLECTION LIMITS:@ 1 1/36 Allowed 0 0.303" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.021" @ 5'- 0.0" Allowed = 0.454" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORI Z. LL DEFL = 0.003" @ 9'- 6.5" MAX HORIZ. TL DEFL = 0.005" @ 9'- 6.5" Design conforms to main windforce-resisting 1-11-11 6-00-10 1-11-11 system and components and cladding criteria. f f f 1-11-11 3-00-05 3-00-05 1-11-11 Wind: 140 mph, h=20.2ft, TCDL=6.O,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T 423.308 '( 423.308 7 load duration factor=1.6, 12 End vertical(s) are exposed to wind, 12 Truss designed for wind loads 12.00 in the plane of the truss only. 12.00 M M-4x6 -4x6 M-3x8 3 li i m Alfiimil - I- r-- IL r., rim 7 imin a. o o �� Y g ►�5 I 1 1�,4 6 7 0 I M-3x4 M-3x4 o M-3x4 M-3x4 M-1.5x3 l l y y l 1-10-04 3-01-12 3-01-12 1-10-04 J, 10-00 1 3.y�-GIN -,o 2 -� 89200PE 9� JOB NAME : NRT FRENCH 5 PLEX WITH STEP - GH1 , Scale: 0.4497 :). 441, Ne pi .; ct- WARNINGS: GENERAL NOTES, uny upon the pa noted 1.Budder and erection comradop should be commences. advised of.1 General Nates I.The design N based only upon the parameters shown and is for an individual A ` building componentApplicability neatisthe of spogn parameters end proper 4/�. "l ti a�' Truss: GH 1 elle comp Warnings error.bra construction ammena.. Design assumes of component nt Ia the responds to or me allybuilng designer. } 4 2.2x4 compression web bradng must be metalled where shoes,«. 14 2.D.stgn.esumea me top.rw atrom d,orde to a I.t.r.IN braaa.t r 3.Additional temporary bracing to matte stability during construction T c.c.end at tO o c respedhek unless braced throughout their length by t R. L�- Is the responsibility of me erector.Additional permanent bracing of continuous sheathing such es plywood sheathing(TC)and/or drywaf(BC). DATE: 6/18/2016 the overall structure is me responsibility of the building designer. 3.2c impact bridging or lateral bradng required where shown«« 4.No load should be applied to any component until ager all bracing end 4.Installation of truss Is the responsibility of the respective centredor. SEQ.: K2 0 9 2 2 4 5 fasteners are complete and at no gine should any loads greater than 5.Design assumes susses are to be used m.non.arroelna environment, and are for"dry condition"of use. EXPIRES: d� TRANS I D• LINK design loads a applied to any component. 8.Design assumes NA bearing at all it supports shown.Shim or wedge 5.CompuTma hes no control over and assumes no reeponaibility for the necemty. fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage la provided. I 20,2016 INJ 8.This dodge is hxnished subjed to me limitations set forth by 8.lines Plates s shat bee located c john on bothenter lines. of suss,and placed en their center TPTCA in SCSI,copies of whkh will a Nmlahed upon request. 9.Digits Indicate size of plate In inches. MITek USA Inc.ICompuTrus Software 7.6.70 L(E 10.For basic connector plate design values we ESR-7311,ESR-1988(Wok) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TC: 2x4 KDDF #16BTR TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 BC: 2x4 KDDF #1LBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2-9=(0) 0 SPACED 24.0" O.C. 2-3=(-73) 51 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 BRG REQUIRED ERG AREA OVERHANGS: 12.0" 0.0" DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. TOTAL LOAD = 45.0 PSF 0'- 0.0" -51/ 320V -32/ 99H 5.50" 0.51 KDDFPEIES)(C 625) 1'- 9.2" -36/ 28V 0/ OH 5.50" 0.04 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -32/ 49V 0/ OH 1.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-7 psf) uplift at 24 "cc spacing. I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.067" 1-11-11 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" fMAX TC PANEL LL DEFL = -0.002" @ 1'- 2.9" Allowed = 0.147" MAX TC PANEL TL DEFL = -0.002" @ 1'- 2.9" Allowed = 0.220" MHHORI ZZ. TLL D = -0.000" @ 1'- 10.9"12 12.00 Design conforms to main windforce-resisting 3 system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), /PiljAjIIIIIIIIIIIm-3.: load duration factor=l.6, End verticals) are exposed to wind, Truss designed for wind loads in the plane of the truss only. .-1 0NM O 1:CDI l 1 l 1-00 2-00 'PROVIDE FULL BEARING;Jts:2,4,3 0PRQp :920 9r JOB NAME : NRT FRENCH 5 PLEX WITH STEP - GJ1 Scale: 0.6558 , W:l' 44111111. WARNINGS: GENERAL NOTES, unless otheMise noted '+ Truss: GJ1 ,.Balder and erection contractor should be advised of all General Nates 1.This design is based only upon the parameters shown and is for an individual " OREGON . end Warnings before construction commends. building component.Applicability of design parameters and proper Design ea 2.2a4 compreseon web bradng mud be Installed where shown e. Incorparatlon of component is the responebAly of the building designer. ate^ 1 4 . 4 3 Additional temporary bracing H insure stability during dnstrudbn 2assumes the tap and bottom Morris to be latently braced et Is me reepondbllty of the erector.Additional permanent bracing of 7 o.c.and at 10'o.c.respectively unless braced throughout their length byv. DATE: 6/16/2016 the overall dmcture la the reapontbq continuous sheathing or later l b asH5re sheathing(TG)whereown•drywaA(BC). R R11- DATE: L ttY of the building designer. 3.2n Impact bridging or guest bradng required where Mown t SEQ.: K2 0 9 2 2 4 6 4.No load should be applied to any component until oiler all bracing and 4.Installation of truss la the responsibility of the respective connector. fasteners era complete and at no time Mould any loads greater than 8.Deegn assumes trusses are b be used Ina non-corrosive environment, TRANS ID: LINK design beds beapplied toany component. and are for"dry condition"of use. 8.Dee essary.mos fullbearing at all supporta shown.Shim or wedge it EXPIRES:, 2/31 /20 j 2. 5.Compuhus has no control over and assumes no responsibility for the fabrication.handling.shipment end installation of components. 7.Design assume.adequate drainage is provided. S.This design Is furnished subjedHthe limitations set bah by e.Plates shalbelocated enboth faces oftrashand placed so their center June 20,2016 TPIANTCA In SCSI,copies o/which all be furnished upon request. fines coincide with jolts center Inas. Weft USA,Inc./CompuTrus Software 7.6.7(1 L}E S.Digits indicate size of plate In Inches. 10.For been connector plate design values see ESR-1311.ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER 4PECIFICATIONS 19-00-08 MONO HIP SETBACK 4-00-00 FROM END WALL INC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR 19-00-08 GIRDER SUPPORTING 20-05-00 FROM 8-03-00 TO 19-00-08 1- 2=( 0) 84 2- 9=( -818) 3538 9- 3=( -666) 3334 6-13=(-2196) 560 BC: 2x8 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-5218) 1150 9-11=(-1514) 6698 9- 4=(-4586) 1060 13- 7=( -800) 3678 WEBS: 2x4 KDDF #163TR; 3- 4=(-3538) 828 10-12=( -54) 236 4-11=( -440) 2866 14- 7=( -148)•1194 LOADING 4- 5=(-6800) 1570 12-13=(-1180) 5302 10-11=( -466) 2822 7-15=(-5532) 1278 2x6 KDDF #1fieTR A LL = 25 PSF Ground Snow (Pg) 5- 6=(-5632) 1326 13-14=( -708) 3086 11-12=(-1110) 5024 15- 8=( -128) 88 TC LATERAL SUPPORT 0= 12"OC. UON. TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 4'- 0.0" V 6- 7=(-5142) 1206 14-15=( -708) 3086 11- 5=( -556) 2406 TC UNIF LL( 75.0)+DL( 30.0)= 105.0 PLF 4'- 0.0" TO 19'- 0.5" V 7- 8=( -66) 82 12- 5=( -54) 606 BC LATERAL SUPPORT <= 12"OC. UON. 12- 6=( -666) 200 BC UNIF LL( 0.0)+DL( 30.0)= 30.0 PLF 0'- 0.0" TO 19'- 0.5" V BC UNIF LL( 230.2)+DL( 184.2)= 414.4 PLF 8'- 3.0" TO 19'- 0.5" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 OPACIOR AT E4SOC TOS. FORLOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC ALL(DD 1 BC.0)+DL( 40.235 090.0 LBS LBS 7 9'- 0.0" @@ADDL: BC CONC LL+DL= 2353.0 LBS @ 7'- 9.5" 9'- 0.5" -891/ 4107V -96/ 166H 5.50" 6.57 KDDF ( 625) 19'- 0.5" -1241/ 5415V 0/ 0H 5.50" 8.66 KDDF ( 625) OVERHANGS: 12.0" 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF INC 2012 AND INC 2012 NOT BEING MET. I_ p;ONO. 2: Desinn rherked for net(-7 psfl onlift at 24 "nr sparing. `J� ( 2 ) complete trusses required. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Attach 2 ply with 3"0.131 DIA GUN AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=0/360, 40 MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed= 0.067" nails staggered: MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" 9" oc in 1 row(s) throughout 2x8 top chords, 9" oc in 2 row(s) throughout 2x8 bottom chords, MAX LL DEFL = 0.053" @ 7'- 5.8" Allowed= 0.604 9" oc in 1 row(s) throughout 2x4 webs, (�(�HANGER BY OTHERS TO APPLY MAX TL CREEP DEFL = -0.144" @ 7.- 5.80 Allowed= 0.906" 9^ oc in z row(s) throughout 2x6 webs. CONC.LOAD(S)EQUALLY TO ALL MEMBERS. MAX HORIZ. LL DEFL= -0.015" @ 18'- 9.0" MAX HORIZ. TL DEFL = 0.031" @ 18'- 9.0" Design conforms to main windforce-resisting 3-11-11 7-05-02 �1-10-02 5-09-09 system and components and cladding criteria. f Wind: 140 mph, h=21.2ft, TCDL=6.O,BCDL=6.0, ASCE 7-10, 3-11-11 3-03-OS T 3-10-05 ,2-01-10 T 2-10-12 , 2-10-13 T (All Heights), Enclosed, Cat.2r Exp.B, MWFRS(Dir), load duration factor=1.6, '190# 12 End vertical(s) are exposed to wind, 12 Q 6.00 Truss designed for wind loads 12.00 in the plane of the truss only. M-9x6 M-3x10 M-5x10 _`_ M-1.5x9+ j-5yx6 M-9x -,e A ti _ m m C7 � � ofi f _ _ 0 9 ,`,' u i M-5x16 M-3x8 I `ri \10 .-1 10 12 13 14 a 15 M-5x10 M-9x10 M-9x6 M-3x10 M-9x6 M18HS-12x18+ l y *2353# , y ,, y 3-10-09 3-07-08 3-09-05 2-03-06 2-07-09 2-10-13 y l y y � PlV p 1-00 7-03 11-09-08 �- s' -� / y y ), .,J �G0 1-00 19-00-08 .w' � *- 7 • 89200PE r- JOB NAME : NRT FRENCH 5 PLEX WITH STEP - FH14111P'' ' Scale: 0.2479 , APO. . .., WARNINGS:aMera OThird NOTES, unleuonths pe tette. .s+,�i� OREGON 1.end y and aroctbn contractorshould co be nceMtl of al General Notes 1.This balding co Is based Appy upon ties parameters shown and le toper individual 77 I Truss: FH 1 and Nla Maga before esnstmdlen commences. incorporation component.Appliccomponent is ity of design parameters end proper 2.204 compression web bracing must be Related where shown+. Design assumes of the top la the responds to a me building designer. (� 3.Additional tem bracing to Insure stability during construction 2 2 o.c.assumes the lop entl bosom braced de laterally breed etby 44 ,e,`_ temporary 2 o ir and at ees,n.rt ape e5 ply unless.eeeced(TC)anthroughout theirlength(. Fi R 101 jJ Is the rosponslblNly of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing RC)andror tlryrng(BC). 7-1 Y DATE: 6/20/2016 the overall alntctare Is the responelbtley of the building designer. 3.2s Impact bddging or lateral bredng required where shown e s 4.No load should be applied to any component until after all bradng and 4.Installation of truss Is the responsibility of the rospedwe contractor. SEQ.: K2 0 92 2 4 7 fasteners are complete and at no nue should any bads greeter than 5.Design assumes fusses are to be used Ina non-corrosive environment, and are for"dry condition"of use. TRANS ID' LINK design beds beappledtoany component. 8.Dealgnaseumesfull bearing atall supports shown.Shimorwedge if EXPIRES: 12131/20 17 S.CompuTrua has no control over and assumes no responsibility for the necessary, �T q fabrication.handling,shipment end Installation of components. 7.Design assumes adequate drainage k provided. June 20,2016 6.This design is furnished subject to the limitations set forth by 8.Plates shag be bated on both faces oliruu,end placed so thee center TPNNTCA In BCSI,copies of which nil be furnished upon request. lines 5,Digits indicatesaura of plh taint ate terlines.s. MITek USA Inc./CompuTrus Software 7.6.7(11)-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 4'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 BC; 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 SPACED 29.0" O.C. 1-2=( 0) 89 2-9=(0) 0 2-3=(-77) 57 TC LATERAL SUPPORT <= 12"OC. SON. LOADING BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD= 35.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED SBRGPE AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 45.0 PSF 0'- 0.0" -36/ 310V -33/ 1O1H 5.50" 0.50 KDDF ( 625) 1'- 10.9" -89/ 77V 0/ OH 1.50" 0.12 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 0.0" 0/ 39V 0/ OH 5.50" 0.05 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP OND. 2: Design checked for net(-7 psf) uplift at 29 "cc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" 1-11-11 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" .� ,f MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.052" MAX TC PANEL LL DEFL = 0.009" @ 1'- 3.7" Allowed = 0.197" MAX BC PANEL TL DEFL = 0.003" @ 1'- 7.7" Allowed = 0.206" 12 MAX BC PANEL TL DEFL = -0.005" @ 1'- 12.0" Allowed = 0.206" 17 12.00 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 3 -1 Design conforms to main windforce-resisting system and components and cladding criteria. 0 Wind: 190 mph, h=21.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, c End vertical(s) are exposed to wind, I Truss designed for wind loads V. in the plane of the truss only. 1 M / N 0 I 0 f o �4 -1 M-3x4 l y 1-00 4-00 'PROVIDE FULL BEARING;Jts:2,3,4 �� ' 0 PRQ,i ke >w,�...892OOPE Wit' JOB NAME : NRT FRENCH 5 PLEX WITH STEP - FJ1 Scale: 0.6558Cr WARNINGS: GENERAL NOTES, unless otherwise noted 1.P± Truss: FJ1 1.(Wider and erection contrador should be advised dal General Notes 1.This design Is based only upon the parameters shown and Is for an Indhldual OREGON fe, and Warnings before construction commences building component.Applicability of design parameters end proper14) As, 2.2x1 compression nob bracing must be Installed where shown+, Mcorpontion of component Is me reaponsiblity of the building designer. 4 �� �� 3.Add6a I temparsry bracing m Imre stability during construction 2.Design assumes the top and bottom chords to be IateraiN braced et �� e/ -1 A. V Is me responsibility o!the erector.Additional permanent bracing 0l 2 o.c.and et 10'o.c reapectNp unless braced throughout their length by 1`t DATE: 6/18/2016 Na nasneg structure k the responsibility of the building designer. 20 Impact sheathing such as plywood sheath Rena E and/or drywell(BC). 41e1 ���, 3.2s Impact bridging or lateral bracing required Mere shown++ SEQ.: 012092248 4.No load should be applied to any component until alter all bracing and 4.Installation effuse Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greeter than 6.Design assumes trusses are lo be used in a noncorrosive environment, TRANS I D: LINK design loads be applied to any component. and are for dry condition•of use. 5.Command has no control over and assumes no reepona@tidy forme 6.Design assumes rout bearing at allsupports shown,Shim or wedge if Epp)PES; 12/31/2017 fabrication,handling,shipment and meditation of components. necesss s 8.This design b furnished subject to the limdatinns set forth by 8.Design assumes adequate othifec drainage Is provided. June ZO Z O 6 TFI WICA In SCSI,copies of which wig be furnished 8.Plates shall be located on both lace of truss and placed a melt center upon request. tins coincide w11h joint center lines. }E 9.Digits Indicate size of plate In inches. MiTek USA,Inc./CampuTrua Software 7.6.7(1L 70.For basic connector plate design values see ESR-1311,ESR-1088(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER 4PECIFICATIONS 1-2=) 0) 84 2-4=(0) 0 TC: 2x4 KDDF 4118TH LOAD DUSATIED I24R0ASE C 1.15 2-3=(-115) 98 BC: 2x4 KDDF #1613TR SPACED 29.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD= 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 45.0 POP 0'- 0.0" -38/ 393V -61/ 161H 5.50" 0.55 KDDF ( 625) 1'- 9.2" -16/ 69V 0/ OH 5.50" 0.11 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -80/ 117V 0/ OH 1.50" 0.19 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OND. 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 LL DEFL C0.002" @ -1'-: L L/36 Allowed 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" MAX BC PANEL LL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.054" 000040/0/0 -d MAX BC PANEL TL DEFL = 0.003" @ 1'- 0.1" Allowed - 0.072" MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" 12MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9" 12.00 V Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. u1 -/ WMO 4►t M-3x9 1-00 2-00 1-11-11 y � 11 PROFF (PROVIDE FULL BEARING;Jts:2,9,3 4 IVfy.es . �� E / '` �7 '" /a. 892..00 P E <" ip JOB NAME : NRT FRENCH 5 PLEX WITH STEP - GJ2 "� /'�f��' Scale: 0.5669 OREGON /,.- WARNINGS: GENERAL NOTES, anises otherwise noted: �} if A'7G�N Ate. �L,/' I.Builder and Radian contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is loran individual 7 4"- N Truss: GJ2 and Warnings be o e cont udlen commences, building component.Appllwbl8ly of design parameters and proper ✓j 2.244 compression web bracing must be installed where shown+. mcorpnrgon of amPanent Is the responsibility of the bwldmg dealgner. /FO 14 2� 3.AddBenal temporary brains to Insure stability during construction 2.Design assumes the top ends 5 w esschoba o d t latently bead et 7 continuous ars sheathing rsuch as ply unless Mated(TC)and/or tl it length BC). b the roaponsiche of the erector.Additional permanent bracing of consnuous bridging each as plywood sheathing(TC)a rywa( ). DATE: 6/18/2016 me overall structure Is me responsibABy of me building designer. 3.2s Impact bridging or lateral bracing required where shown.. S E 4.No load should be applied to any component until Mier all bracing and 4.Installation of truss Is the responsibility of the respective contractor.Q.. K2 0 9 2 2 9 9 fasteners are complete and at no time should any loads greater than S.Design assumes trusses are to be used Ina non-corrosive environment, design hada be applied to any component. and are for"dryaendbbn-at use. EXPIRES: 12/31/201"} TRANS ID: LINK e.Design assume mil bearing at all supports shown.Shim or wedge if EXPIRES: L J IG t 5.ComWTrus hes no control over and assumes no reaponsibllUy for the necessary. fabnaation,handling,shipment and installation of components. 7.Design assumes adequate drainage is presided. June 20,2016 5.This design N furnished subject to the(imitations set forth by B.plates shall be Nutted en both faros at truss,and placed so their center TPWITCA in SCSI,copies of which will be furnished upon request. Inas coincide vAth joint center linea. 9.Digits indicate size of plate in Inches. MITek USA Inc./CompuTrus Software 7.6.7(1L}E ,o For basic connector plate design vales see ESR-1311,ESR-7889(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TC: 2x9 KDDF #1&BTR TRUSS SPAN 9'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 BC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 SPACED 24.0" 0.C. 1-2=( 0) 89 2-5=(0) 0 2-3=(-106) 92 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 3-4=( 0) 0 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF OVERHANGS: 12.0" 0.0" DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA TOTAL LOAD = 95.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -27/ 391V -55/ 199H 5.50" 0.55 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 5.2" -80/ 141V 0/ OH 1.50" 0.18 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 4' O'0 0/ 95V 0/ OH 5.50" 0.07 KDDF ( 625) 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/290 3-11-11 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" 4 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.001" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.002" MAX TC PANEL LL DEFL = 0.034" @ 2'- 2.0" Allowed = 0.291" 12 MAX TC PANEL TL DEFL = 0.032" @ 2'- 2.0" Allowed = 0.437" 12.00 17 3 MAX HORIZ. LL DEFL = -0.001" @ 3'- 5.2" MAX HORIZ. TL DEFL = -0.001" @ 3'- 5.2" T 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, ® d, ��epaI( I (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1 a, load duration factor=l.6, o ,a I End vertical(s) are exposed to wind, d, -Truss designed for wind loads -.� in the plane of the truss only. a M .. ) Pa j Sd ...5 -, o M-3x4 J, , l 1-00 4-00 (PROVIDE FULL BEARING;Jts:2,3,5 I ��,�0 P R Opk- 44/ 4` :9200P T- JOB NAME : NRT FRENCH 5 PLEX WITH STEP - FJ2 /411,1 Scale: 0.5501 �' ''�4I WARNINGS: GENERAL NOTES, omen othervdae noted ! /.,- Truss: FJ2 1.Builder end erection contractor Mould be advised of a8 General Notes 1.This design Ia based only upon the parameters shown end Is for an Individual +v OR GOA i 'Ct/ and Warnings before construction commence. building component.Applicability of design parameters end proper r• EGON V mad 2.2x4 compression web bracing must be Installed where shown., mcarporetlon of component Is the reeponslbll8y of the building designer. ,d/ (♦ 3.AdtlBbnel temporary bracing m Inure stability during construction 2.Design assumes the lop end bottom chords to be laterally boned at �O -3 y A V`% �"' is the responsibility of the erector.Additional permanent bracing of 7 o.c.and et 10'o<.rsape<tNsN unless braced ihmuphoN their langth by v 1 YMIA- DATE: ` DATE: 6/18/2016 the ovenli sWGure k the responsibility of the building designer. continuous ddgl g g such es plywood Meething(TC)and/or drywall(BC). R R.1 L SEQ. : K2092250 4.No load Mould be applkd anyto4.Installation of ftrue N the responsibility of the wfipoMowo•to Bee should any afteralleradrp and 4.Design onruasisthe re toorbe use in respective contractor. fasteners baro completee applied sod at no gine ant. any Wads greeter than 5.end ar assumes hndBs are use.be used In a nen-corrowe environment, TRANS ID: LINK dealgnk.eebe,ppll.oto.nynemponem. and areror^arynendmon^stun. 5.C mpuTo has no control over and assumes no reaponalblllly for the 8.Deelgn assumes full bearing at a8 supports Mown.Shim or wedge If EXPIRES: (� ry r})ry.l/IT fabrication,handling.shipment and Installation of components. Design e., G P�RC ts, 1 L/..T i f G/1 1'} 6.Thla design Is kanlMad subject to the limitations set forth by T.Design assumes:Wequate drainage la todded. RL)l] I L �T 1 G ll!! B.pescolates iniall eebcetenonberInes. fimse,and plenedwthehttnter June 20,2016 7PNNfCA In SCSI,cope of Mich oil be furnished upon request. Ines coincide vdth joint comer Ines. Wee USA,Inc./CompuTrus Software 7.6.7(tL}E 9.Digits Indicate size of plate In inches. 10.For bask connector plate design values see ESR-731 t,ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 LUMBER SPECIFI9ATIONS 1-2=( 0) 89 2-5=(0) 0 TC: 2x9 KDDF 916BTR LOAD DUSPAIED INCREASE = 1.15 2-3=(-301) 251 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 3-4=( -78) 50 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 95.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -19/ 325V -92/ 231H 5.50" 0.52 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 5.2" -181/ 262V 0/ OH 1.50" 0.39 KDDF ( 625) 3'- 9.2" 0/ 40V 0/ OH 5.50" 0.06 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.7" -49/ 76V 0/ OH 1.50" 0.12 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 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" 4 -I MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.001" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.002" MAX TC PANEL LL DEFL = 0.011" @ 1'- 8.7" Allowed = 0.291" (PO MAX TC PANEL TL DEFL = 0.010" @ 1'- 8.7" Allowed = 0.437" MAX HORIZ. LL DEFL = -0.003" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.003" @ 5'- 10.9" 12 12.00 17 Design conforms to main windforce-resisting system and components and cladding criteria. , Wind: 140 mph, h=23.4ft, TCDL=6.0,BCIL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2r Exp.B, MWFRS(Dir), load duration factor=1.6, T' I End vertical(s) are exposed to wind, o Truss designed for wind loads I lO in the plane of the truss only. i In 0 2 -. I o M-3x4 l k l y cC' (} PROp , 1-00 4-00 1-11-11 - /0 'PROVIDE 'PROVIDE FULL BEARING;Sts:2,3,5,4 I � ,�� �2l 89200PE r JOB NAME : NRT FRENCH 5 ALEX WITH STEP - FJ3 /.'••' . Scale: 0.9954 �n WARNINGS: GENERAL NOTES, unless otherwise noted • OREGON �. . 1.Builder and erection contractor should be advised of al General Notes 1.This design N based only upon the parameters shown and N for an Individual 44/ Truss: FJ3 and Waning.before contraction commence.. building component.Applicability of design paranoiac and proper �Q 2 2.2s4 compost/don web bradng men be Installed where shown v. Incorporation of component la the reaponalblby of the building designer. •Y 14 C*� {1 t 3.Additional tem bracing to Insure d.8150 during construction 2.Design assumes me lop and bottom chordate be laterally braced at O_ temporary 0 2 o.c and at 10ea a.c.respectively unless braced throughout their Nngth by .�` r �J N the responsiblay of the erector.Additional permanent bracing of continuous Wreathing such as plywood sheatnng(TC)and/or drywel(BG). iti(� L.. DATE: 6/18/2016 the overall structure N the responsibility of the building designer. 3.2s Impact bridging or lateral bracing required where shown a s S E 1 4.No bad Mould be applied to any component until after all bracing and 4.Installation of trues la the responsibility of the respective contractor, Q• K2 0 9 2 2 5fasteners are compete and at no time should any loads greater than 6.D.dgn assumes trues ere to be used In.non-corrodve environment, dedgn bad.be applied to any component. and are for"dry condtibn''at use. EXPIRES: ty; n/ry.l/ry 01"7 TRANS ID LINK 8.Design mune.full bearing at al support.Mown.Shim or wedge it t r R S L 371 2 / 5.Compact.rase no control over and no reapon.Italny for m. ,rao fabrication,handling.shipment and Installation of components. 7.Design ssumes adequate drainage I.provided. June 20,2016 S.This design b furnished subject to the Ihnitallons set forth by 8.Plates shall be located on joint center both faces of trans,and placed so their center TPNMGA m SCSI,copes of wfifoh all be furnished upon request. Ines Digits Indicate sln of plate In inches. MITek USA,Inc./CompuTrua Software 7.6.7(1L)E 10.For basic connector plate design value.see ESR-1311,ESR.tB88(Wolk) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 10.5" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #168TR 1-2=(-160) 146 4-5=(-255) 239 4-1=(-149) 02 WEBS: 2x4 KDDF STAND SPACED 24.0" O.C. 2-3=( -15) 7 1-5=(-200) 225 LOADING 5-2=(-172) 160 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP C BC LATERAL SUPPORT <= 12"OC. UON. CHORD = 35.0 PSF BRG REQUIRED BRG AREA BEARING MAX VERT MAX HORZ DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 45.0 PIF 0'- 0.0" -24/ 185V -99/ 143H 5.50" 0.30 KDDF ( 625) .. For hanger specs. - See approved plans 3'- 10.5" -84/ 220V 0/ OH 5.50" 0.35 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. TOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing.g. 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 = 0.027" @ 1'- 8.7" Allowed = 0.239" MAX TC PANEL TL DEFL = 0.024" @ 1'- 8.7" Allowed = 0.358" MAX HORIZ. LL DEFL = -0.001" @ 3'- 5.0" MAX HORIZ. TL DEFL = -0.001" @ 3'- 5.0" 3-06-12 0-03-12 T T f 12 Design conforms to main windforce-resisting 8.00 17 system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-1,5X3 3 load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only, I M-3x9 ,Ni 411111111111 m 0 f ,1 t� , 1 O 1 MillIllIllihs_ law A ~ 1V4 1 -/ 5 M-1.5x3 M-3x4 J' y 3-10-08 0 61 ‘AGLN •1' /0 Q 89200PE �r JOB NAME : NRT FRENCH 5 PLEX WITH STEP - FJ4 Scale: 0.4659 WARNINGS, GENERAL NOTES, unless otherwise noted ry f� f�� J).v Truss: FJ4 Bulkier and erection contractor should be advised of ail General Notes This design hhesed only upon the parameters shown and is for an individual 17,.., A_(�11 V7©IV�� 4/ and Warning.before construction commences. building componentApplicability of design parametere and proper '77 �NJ 2.254 compression web bredng moat he installed where shown 0. Incorporation of component le the responsibility of the building designer. .e} 2.' *- 3.Additional temporary bracing to insure etebil during 2.Design assumes the top and bottom chortle to be laterally braced at _7 A Ap g cobracin ton T o.c and et 70 o.c,respectively unless braced throughout their length Y DATE: 6/18/2016 I.me reapsiructyertheereaor.aednionalpermanembraanSof To.c.adcontinuous e10's ) by ' the overall structure is the reeponsibEty of the building designer. 3.2v Impact bridging or such es pywnoe aired In ere s and/or tlrywaN(BC) Z"`.ty R1110 bonen until after all brae Pa r g or Ike rel bowing required the where she cola S:(`f Sr SEQ. : K2092252 4.No badehaultlbeapplledtoanycom ng and 4.InstatlatlonofinrcslathereaponsibNltyaflhereapectiveconlrador. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: LINK design loads be applied to any component. and are for"dry condition"of use. 5.Compoln,e hes no control over and assumes no responsibility for the 6.D Cegn assumes NA bearing at a0 supporta shown.Shim or wedge If EXPIRES: P' / 1/2 tabrkalion,handling,shipment and installetbn of components. Beery' .l c S.This design is furnished subject to me limitations set forth by 7.pDltesssign all melded ed on both hlfaces agela truss, June 20,201V TPWIIEA in BCSI,copies of which 5dM be furnished upon request. S meta colndtleesith Joint center line..of Iruca,ane placed so melt center MiTek USA,IrC./CompuTrUa Software 7.6.701)-E9.Digits indicate sire of pieta in males. 70.For basic connector plate design values see ESR-1311.ESR-7888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS 1-2=( -4) 129 5-6=(-259) 246 5-2=(-403) 161 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE. C 1.15 2-3=(-166) 144 2-6=(-205) 227 BE: 2x4 KDDF ST5NTR SPACED 29.0" O.C. 3-4=( -15) 7 6-3=(-170) 169 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 45.0 POE' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -39/ 440V -104/ 163H 5.50" 0.70 KDDF ( 625) OVERHANGS: 18.0" 0.0" 4'- 0.0" -85/ 213V 0/ OH 5.50" 0.34 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ** For hanger specs. - See approved plans REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.009" @ -1'- 6.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.011" @ -1'- 6.0" Allowed = 0.150" MAX TC PANEL LL DEFL = 0.026" @ 2'- 0.4" Allowed = 0.248" MAX TC PANEL TL DEFL = 0.026" @ 2'- 0.4" Allowed = 0.373" 3-08-04 0-03-12 MAX HORIZ. LL DEFL = -0.001" @ 3'- 6.5" ,� '� '� MAX HORIZ. TL DEFL = -0.001" @ 3'- 6.5" 12 8.00 M-1.5x3 4 -/ Design conforms to main windforce-resisting 3 system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di r), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. Lrl M-3x4 I 0 2 c i �O N I r 1 0 ,24 x ��l x A- -/ 5 11s- 1 ** 6 M-1.5x3 M-3x4 1 l y V E, P R(1�k-S 1-06 4-00 4w 89200PE 9r" JOB NAME : NRT FRENCH 5 PLEX WITH STEP - FJ5 '� .-a-�'" """-` Scale: 0.5013 � {•��y f'• WARNINGS: GENERAL NOTES, unless otherwise rated: - ra OREGON�,/N Vf 1.Builder and erection contractor should be advised of all General Nates 1.Tbhis deging wm�neMd ceOApplupointhe ifty etaramtoa design shown aand nd sfofor rean individual / 9-`) J` Truss: FJ5 end Wem rags before cotta udbn commences incorporation of component Is the responsibility of the building designer,r �� �Y +(� ��y�" 2.204 compression stab bndng must be Installed cotters shown+. y Design assumes the top and bottom dwrds to be laterally braced et `_ 3.Additional temporary bracing to insure stability during conanctfon Dec..end at 10'o.a.reepadlvely unless braced throughout thek length by 44E"j��'L �. Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). C[l 1.. DATE: 6/18/2016 the overall structure Is the responsibility of the building designer. 3.23 Impact bridging or Intend bracing required where shown++ S E 3 4.Na load should be applied to any component unit ager all bracing and 4.Installation of tons Is the responsibility of the mooch.conirader. Q• K2 0 9 2 2 5 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina nonwrtaalve environment, design loads be applied to any component. and are for"dry hill bearing of use. EXPIRES' 12/31/2017 TRANS ID: LINK 6.Design assumes hill bearing al all supports shown.Shim or wedge if 5.CompuTrus has no coMroi over and assumes no responsibll5y for the necessary. �f .t fabrication,handling.shipment and Instalfation of components. 7.Design assumes adequate drainage Is provided. June 20,20 1 6 8.ThN design Is fumdMed subject to the limitations set forth by B.Plates Mag be located on both faces of truss,end placed as their center TPIrWICA in SCSI,copfae of which ell be furnished upon request. lineB.Digits coincide dkdts are Mint center enterllilines. nes MITek USA lnc.JCompuTrus Software 7.6.7(1L)-E 10.For bask connector plate design value.see EBR-1311,ESR-19S6(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: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #16ETR 1-2=( 0) 89 2-9=(0) 0 SPACED 24.0" O.C. 2-3=(-73) 51 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD= 45.0 PSF 0'- 0.0" -51/ 320V -32/ 99H 5.50" 0.51 KDDF ( 625) 1'- 9.2" -36/ 28V 0/ OH 5.50" 0.04 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -32/ 49V 0/ OH 1.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL palimmin REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked fox 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 TC PANEL LL DEFL = -0.002" @ 1'- 2.9" Allowed = 0.147" 1 1 MAX TC PANEL TL DEFL = -0.002" @ 1'- 2.9" Allowed = 0.220" 12 MAX HORIZ. LL DEFL = 0.000" @ 1'- 10.9" 12.00 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 17 Design conforms to main windforce-resisting 3 system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.6, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads ti in the plane of the truss only. 0 N O I 0011114/101%.0 f M-3x4 l 1 y 1-00 2-00 'PROVIDE FULL BEARING;Jts:2,4,3 i Co�,� �a Pao��ss 89200PE I'1-- JOB NAME : NRT FRENCH 5 PLEX WITH STEP - FSJ1 ,,/01-4900'' Scale: 0.6558 WARNINGS: GENERAL NOTES, unless ethenalse noted • CC' Truss: FSJ11Bu derand enaction contractor should be advised of all General Notes This desert is based only upon the parameters shown and ser anIndividual 4OREGON w /a and Warnings before construction commences. building component.Appllcablllty of design parameters and proper l+s �✓ 2.2s4 compression web bradng must be Installed where shown 5. Inwrporotlon of component Is the roaponsiblley of the building tleelgner. •' `,. 2�•� 3.Additional temporary bracing to Insure stablgty during construction 2.Design assumes the top and bottom chords to be laterally braced et f 14 V Is the respornibility of the erector.Additional permanent bracing of 7 o.c.end et 10 o c reapedrvery unless braced throughoutlhalr length by It"]. DATE: 6/18/2016 the overall structure is the respowbreBy of the building designer. continuous sheathing such as plywood sheathing/7C)and/or drywall/BC). `� V 3.2s Impact bridging or lateral bradng required where Mown SEQ.: K2 0 9 2 2 5 6 4.No load should be applied to any component until after all bradng end 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no erne Mould any loads greater than 5.Design assumes trusses are to be used m a noncorrosive environment, TRANS ID: LINK design leads be applied to any component. and are nor'dry condfIan'51 use. 5.Compel..hes no control over and assumes no reapon•ibiley for the 6.Design essumea NU bearing at as supports shown.Shim or wedge 11 EXPIRES: P .]!1201 l em ebdcaBon,handling,shipment and Installation of components. ry'7.DesigGy;� �} assumes adequate drainage S.This design is furnished subject to me limitations set forth by B.Platesnshall be located on both facesls of trruusis,ed.and placed so Meir center June 20 r2016 TPW/TCA In SCSI,moles of which will be furnished upon request. lines coincide with Joint center lines. MITek VSA,Inc./CompuTrus Software 7.6.7(1 L)-E 9.Digits Indicate sloe at plate In inches. 1I.For basic connector plat•design values see ESR-1311,ESR-1985(MITek) I This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 12-01-00 GIRDER SUPPORTING 13-06-00 FROM 4-00-00 TO 12-01-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-2434) 340 1-6=(-380) 1889 6-2=( -152) 1197 2-3=(-1267) 215 6-7=(-376) 1863 2-7=(-1128) 236 BC: 2x6 KDDF STANDR WEBS: 2x4 KDDF STAND; LOGrIuG 3-4=( -206) 228 7-8=(-212) 925 7-3=( -283) 1817 2x4 KDDF#16BTR A LL = 25 PSF Ground Snow (Pg) 9-5=( -15) 7 3-8=(-1700) 338 TC UNIF LL( 50.0)+DL( 20.0)- 70.0 PLF 0'- 0.0" TO 12'- 1.0" V 8-4=( -209) 176 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 4'- 0.0" VBRG AREA BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 143.8)+DL( 135.0)= 278.8 PLF 4'- 0.0" TO 12'- 1.0" V LOCATIONSBEARING MAXCVIRTS VERT MAXCTIONS SIZE REQ1IHORZ BG RED(SPECIES)SPECIRE) ADDL: BC CONC LL+DL= 754.0 LBS @ 3'- 0.0" 0'- 0.0" -249/ 1799V -149/ 301H 5.50" 2.88 KDDF ( 625) 12'- 1.0" -385/ 2134V 0/ OH 5.50" 3.41 KDDF ( 625) Single member as shown. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Hangers attached to the bottom chord REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. will have 1.5" max. nail penetration. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. as For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.024" @ 4'- 3.7" Allowed = 0.372" MAX TL CREEP DEFL = -0.073" @ 4'- 3.7" Allowed = 0.558" 4-05-07 3-08-15 3-06-15 0-03-12 MAX HORIZ. LL DEFL = -0.007" @ 11'- 7.5" f ' j' ,r 1' MAX HORIZ. TL DEFL = 0.014" @ 11'- 7.5" 12 M-1.5X3 5 Design conforms to main windforce-resisting 8.00 9 system and components and cladding criteria. A100007 ," Wind: 140 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, Truss designed for wind loads M-3x6 in the plane of the truss only. 3 ti N O M-3x6 1 ./tr oikill ,.‘17 t I .. 6 7 8 M-5x10 M-3x8 =M-6x6 M-6x8 +7544 , y y Jr 4-03-11 3-07-03 4-02-03c© P R OF 1 y �5 NGINE /p 12-01 ��1 +�? 29 89200PE c' JOB NAME : NRT FRENCH 5 PLEA WITH STEP - HGIRDsale: 0.3102 � .:.. . WARNINGS: GENERAL NOTES, union otherwlee noted: C) • OREGON"f�`(�N IJ e .. 1.Budder and erection contndor should be edehed old General Notes 1.budding component.Applicability of design parals design Is based soft upon the parameters smeters andisprfoope Individual 74. v EGO v Truss: HGIRD and Wam rags before tons udbn commences. incorporation of component le the responsibility of the building deeigner. /Aj f 2 �� I.2s4 compression xsb bracing must be Ielalbtl where shown a. 2.Design assumes the lop end bottom chorda to be laterally braced al '"�+ )1/14 Y 3.Additional temporary bracing k Insure stability during construction 7 o.c.and at 10 o.c.respectively unless braced throughout their length by la the reaponelbl%y of the erector.Additional permanent bracing of mntinuous sheathing such as plywood sheathing(TC)and/or dryweg(BC). R R 1 0- DATE: 6/18/2016 the overall Yructute Is the responsibility of the&Ming designer. 3.Di Impact bddging or isterel bradng required where Mown+a 4.No load Would be applied to any component until after all bracing and 4.Installation of Vose Is the reyanbblllty of the respective contractor. SEQ. : K2 0 9 2 2 5 7 fasteners are complete and at no time should any loads greater than 6.Design assumes Woes are to be used Ina non-corrosive environment, sign bade be applies to any component. end are for'Wry condition"of use. de TRANS ID: LINK 5.Csignlousnaeascontrolonerandeum.+noreeponslalyDorna 6.Design assumes M8bearing atalwe supportsehovm.ShimardgeIt EXPIRES: 12/31/2017 necessary. fabrkellon,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. June 20,2016 6.This design b furnished subject to the limitations set forth by 8.Plates shall be located on both faces of tons,and placed so their center TRIM/ICA In SCSI,copies of which will be famished upon request. lineS.Digits coincide indicea aloe of piscenter ern lInca. MITek USA Ino./CompuTruS Software 7.6.7(10-E to.For bask connector plate design values see ESR-1311,ESR.t9e8(MlTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 9-02-00 DUTCH SETBACK 1-00-00 FROM END WALL TC: 2x4 KDDF BlfiBTR IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 BC: 2x6 KDDF N166TR 9-02-00 GIRDER SUPPORTING 36-06-00 1- 2=(-3932) 690 1- 7=(-1230) 3412 2- 7=1 -582) 3496 10- 5=(-572) 3424 LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-2754) 492 7- 8=(-1062) 6862 7- 3=(-3922) 666 WEBS: 2x4 KDDF STAND; 3- 4=(-6532) 1156 8- 9=(-1072) 6944 3- 8=1 -264) 1850 2x9 DF STAND A LOADING 4- 5=1-2696) 482 9-10=(-1072) 6944 8- 4=1 -382) 886 TC LATERAL SUPPORT <= LL = 25 PSF Ground Snow (Pg) 5- 6=(-3844) 676 10- 6=(-1244) 3372 9- 4=( -256) 1602 12"OC. UON. TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 9'- 2.0" V BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 12.5)+DL( 5.0)= 17.5 PLF 1'- 0.0" TO 8'- 2.0" L 4-10=(-9134) 698 BC UNIF LL( 0.0)+DL( 15.0)- 15.0 PLF 0'- 0.0" TO 9'- 2.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA �� BC UNIF LL( 931.2)+DL( 345.0)= 776.2 PLF 0'- 0.0" TO 9'- 2.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ( 2 ) complete trusses required. 0'- 0.0" -709/ 4010V -2000/ 2000H 5.50" 6.42 KDDF ( 625) Attach 2 ply with 3"x.131 DIA GUN LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 2.0" -709/ 4010V -2000/ 2000H 5.50" 6.42 KDDF ( 625) nails staggered: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. \A/ 9" oc in 1 row(s) throughout 2x4 top chords, /)(A 6" oc in 2 row(s) throughout 2x6 bottom chords, BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 9" oc in 1 row(s) throughout 2x4 webs. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND, 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/290 MAX LL DEFL = -0.038" @ 3'- 8.2" Allowed = 0.275" MAX TL CREEP DEFL = -0.082" @ 3'- 8.2" Allowed = 0.412" MAX HORIZ. LL DEFL = -0.012" @ 0'- 5.5" 1-00 7-02 MAX HORIZ. TL DEFL = -0.020" @ 0'- 5.5" I I I 1-00 l 1-00 2-04-11 !COND. 3: 2000.00 LBS SEISMIC LOAD. 2-06-07 2-02-15 1-00 II IDesign conforms to main windforce-resisting I I 12 system and components and cladding criteria. 12 12.00 12.00 Wind: 140 mph, h=19.7ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-5x6 M-3x8 M-3x10 M-5x6 2 3 4 00 C o �,/ I I �J���- A u, o 8 9 M-5x10 M-4x6 M-3x6 1M-5x10 ><6 0 M-6x8 -M-6x6 l l b l )' l 1-03-08 2-04-11 2-02-15 1-11-07 1-03-08 l 9-02 �(� ED PR p�4ss vo .cc" 89200PE <' JOB NAME : NRT FRENCH 5 PLEX WITH STEP - EH1 / Scale; 0.4991 -AMA. WARNINGS, GENERAL NOTES, unless otherwise noted: 1111 . TrussEH 1 1.Builder and erection ocntrador Mould be advised of all General Notes 1.This design la based only upon me parameters shown and b for an Individual " ' OREGON �a1a and Warnings before construction commences. building component.Applicability of design parameters and proper r �✓ 2.204 compression web bracing must be installed where mown v. Incorporation of component is the responsiblltty(tithe building designer. <017 t F", 14 2 3.Additional temporary bracing to Insure siabilty during oonenaction r.Design assumes the top and bottom chords to be laterally braced a1 _7 Is the responsibility of me erector.Additional permanent bracing of 7 c.c and at 10 o.c.rsapecllvely unless brecetl throughout malt length by DATE: 6/18/2016 the overall structure la the responsibility of the building designer. continuous*teething such as aplywooddng re uired here)antl/or tlrywaA(BC). ��'�` 3.2s Impact bridging of lateral bredng required where Mown++ ille Y SEQ. : K2 0 9 2 2 5 8 4.No bad mould be applied to any component until after elf bradng and 4.Installation of tnrea is the responsibility of the respectNe contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used Ina noncorrosive environment, TRANS ID: LINK de sign bads be applied to any component. and are for Wry condition"of use, 7 5.CompuTrus has no control over sed assumes no responsibility for the 6. sign assumes mea full bearing al as supports shown.Shim or wedge If EXPIRES: �' � / � 01 fabrication,handling,shipment and installation of components. 7.Design assumes etlequete drainage is provided. 6.This design le furnished subject to the limitations set forth by 8.Plates shall be located on both faces Maur*and placed so their center June 20,2016 TPVWTCA in SCSI,copies of which will be furnished upon request. Ines coincide with joint center lines. MiTek USA,Inc./CompUTrus Software 7.6.7(1 L)..E 8.Digits indicate alis of plata in Indus. 70.For bask connector plate design values sea ESR-1311,ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-34) 84 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-56) 26 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) 12 TOTAL LOAD = 45.0 PSF 0'- 0.0" -72/ 261V -21/ 74H 1.50" 0.42 KDDF ( 625) OVERHANGS: 12.0" 0.0" 0'- 11.2" -14/ 30V 0/ OH 1.50" 0.05 KDDF ( 625) 12.00 LL = 25 PSF Ground Snow (Pg) 1'- 0.0" -40/ 30V 0/ OH 1.50" 0.05 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" MAX BC PANEL LL DEFL = -0.001" @ 0'- 5.6^ Allowed = 0.030" MAX BC PANEL TL DEFL = -0.001" @ 0'- 5.6" Allowed = 0.040" MAX HORIZ. LL DEFL = 0.000" @ 0'- 11.2" MAX HORIZ. TL DEFL = -0.000" @ 0'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. /11k M O Wind: 140 mph, h=19.7ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, N (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I load duration factor=l.6, , End vertical(s) are exposed to wind, Truss designed for wind loads i- m in the plane of the truss only. V 0 I 0 M-3x9 1�� PROFpS l 1-00 l 1-00 1 �� 4 'N(j111U� R c$j©�9 (PROVIDE FULL BEARING. I Q: 9200/P r" JOB NAME : NRT FRENCH 5 PLEX WITH STEP - EJ1 Scale: 1.0758 IP WARNINGS: GENERALNOTES, unleasolharvdae noted L. OREGON �.. I.Builder and erection contractor should be advised of al General Notes 1.This design b based coy upon the parameters shown and la for en individual Truss: EJ1 and Wen lige before conal action commences. balding component.Applicability is of desgn paramelen and proper 1 2.2n4 compression web bracing must be installed where etwvm+. incorporation of component Is Bre roaponsiblly of the building dastgner. <0 Y 14, fl T' 3.Additional temporary bracing to Insure stability during cansna7bn 2 Design assumes the top and bottom droMa to be lalerelty braced el by la the responsibility of the erector.Additional permanent bracing of 7 nt/and at ea hin such as ply anode braced througho/t rhab length), l�..�•- continuous sheathing such as plywood NeamingRC)and/or tlrywep(BC). 1� DATE: 6/18/2016 me overall stmdure la the rasponsibllly of me building designer. 3.2a Impact bridging or Metal bracing required where shown++ S E K2 0 9 2 2 5 9 4.No load should be applied to any component until after all bredng and 4,Installation of truss Is the ragwnsiblity of the respective contractor. Q• fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are b be used Ina noncorrosive environment, Design loads be applied to any component, end are for"dry condition.'of use. TRANS ID: LINK e.Design assumes eaNlbearing atalwppoMshown.Shim orwedge if EXPIRE 12/31/21317 5.CempuTrua nee no control over ens assumes no roaporroiblltiy for the neceeaary. fabrication,handling,ehlpmeM and installation of components. 7.Design assumes adequate drainage is prodded. June 20,2016 6.This design is furnished subject to the limitations tet forth by B.Plates shall be located on both faces of truss,and pieced as their center TPWJICA In SCSI,copies of which wig be fumhhed upon request. 9.(ines ncide with Mint center lines. Digits Inidiceate alae of plata in Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For bask connector plate design values dee ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 987R/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 1-2=( 0) 37 2-5=(-38) 51 3-5=(-202) 131 WEBS: 2x4 KDDF STAND2-3=(-83) 70 LOADING 3-4=( -7) 3 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 OVERHANGS: 12.0" 0.0" TOTAL LOAD= 95,0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN, (SPECIES) 0'- 0.0" -47/ 421V -23/ 71H 5.50" 0.67 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0,0" -40/ 261V 0/ OH 5.50" 0.42 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 lOPSF LIVE LOAD. TOP OND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TI=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0,003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.070" @ 3'- 0.6" Allowed = 0.332" 5-08-04 0-03-12 MAX TC PANEL TL DEFL = -0.098" @ 3'- 0.6" Allowed = 0.998" 12 MAX HORIZ. LL DEFL = 0.000" @ 5'- 8.2" 4.00 D MAX HORIZ, TL DEFL = 0.000" @ 5'- 8,2" Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x3 9 Wind: 140 mph, h=15ft, TCOL=6.0,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1,6, 1 End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. Ni r rl O I N in rr I M 1111 I 2�11 O S M-3x4 M-1,5x3 l ), l 5-08-04 0-03-12 y .6 1-00 6-00 y �, �a PROP6-, ��y , IN �c,,4 /0 `r 89200PE -r' JOB NAME : NRT FRENCH 5 PLEX WITH STEP - P1 /'►-'"-, Scale: 0,5771 I•40 ) .14,+{. 77211WARNINGS: GENERAL NOTES, unless otherwise noted, !' Truss: P 1 1.Builder and erection contractor should be advised of all General Notes t.This design is based only upon the parameters shown lex)).for an Individual R' OREGON * �,Ia- and Warnings before constnctbn commences. building componentApplicability of design parameters and proper 77 Ya �✓ 2.2x4 compression web bracing muse be Installed whore shown e. incorporation of component is the responsibility of the building designer, 4. r} 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom dans to be laterally braced at ,� i A. �V� "'�`+ DATE: 6/18/2016 Is the responsibility of the erector.Additional permanent bracing of T o.c and at 10'o.c.respectively antras braced throughout their length by 1 Y' {], Bee overall structure Is the responsibility of the building designer. continuous bridging g or such as plywood meed here s and/or drywall(BC). R �� j,l SEQ. K2092211 .2s impact brldging or lateral bracing required where.Hawn+• a 4.NaNo load should be applied to any component until after all bracing and 4.Installation of Inks Is the responsibility of the respective contractor, fasteners are complete and at no time should any loads greater then 5.Design assumes trusets are to be used Ina nonconoehe environment, TRANS ID: LINK design loads beapplied toany component. and are for"dry condftlon'.ofuse. 6.necessary,Design NN bearing et ail support shown.Shim or wedge If EXPIRES: 12/31/2017 5.CompuTrue hes no control over and assumes no responsibility for the fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 8.This design is fumiehed subject to the limitations set forth by 8.Plates shag be located on both faces of truss,and placed so their center June 20,2016 TPIM?CA In SCSI,copies of whkh will be furnished upon request. Anes coincide with joint center line. 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.67(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-ides(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC TRUSS SPAN 20'- 5.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS 1-2=(-521) 255 5-6=(-415) 921 5-1=(-872) 329 3-7=(-202) 196 BC: 2x4 KDDF #16TR LOAD DURATION INCREASE S.C.= 1.15 BC: 2x9 KDDF #165TR SPACED 24.0" O 2-3=(-573) 304 6-7=(-154) 562 1-6=(-169) 600 7-9=(-120) 650 3-4=(-704) 182 7-8=( -68) 90 6-2=(-119) 191 9-8=(-865) 246 WEBS: 2x4 KDDF STAND; LOADING 6-3=(-910) 255 2x9 KDDF #16BTR A LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PIF TC LATERAL SUPPORT <= 12"OC. OON. DL ON BOTTOM CHORD = 10.0 PIP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 95.0 PIE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -193/ 997V -924/ 341H 5.50" 1.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 20'- 5.0" -143/ 919V 0/ OH 5.50" 1.97 KDDF ( 625) ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 POE. }COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.016" @ 13'- 9.9" Allowed = 0.650" MAX TC PANEL TL DEFL = 0.057" @ 9'- 11.0" Allowed = 0.763" 7-01-01 13-03-15 ,r f MAX HORI Z. LL DEFL = 0.005" @ 20'- 3.2" 7-01-01 6-07-06 6-08-09 MAX HORIZ. TL DEFL = 0.007" @ 20'- 3.2" 1212 Design conforms to main windforce-resisting HM-4x48.00 ' 8.00 system and components and cladding criteria. 4.0" Wind: 140 mph, h=26.3ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 2 (( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Drr), JY load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads ipk in the plane of the truss only. M-3x9 M-3x9 f 4M-3x4 • ti I pN /1 r oi mto I N O I irdi 'Nel===IMMMIMIMMIMM."IMMMIMMMIMMIMMIl=1.1=IMMM,MIWAift _, f" 5*e 67 *8 M-1.5x3 M-3x8 0.25" M-1.5x3 M-5x6(5) v, O Pp Opt j y 1 � 7-01-01 6-09-02 6-06-13 C. NGIN `q," 1 A ;9 17 20-05 89200PE v JOB NAME : NRT FRENCH 5 ALEX WITH STEP - I1S , Scale: 0.1959 ,.0 4thiek WARNINGS: GENERAL NOTES, unless othenvbe noted II OREGON A. L+, 1.Builder and erection sonhenor should be advised of all General stoles I.This designIs basad only upon the parameters shown and is bran individual f ft,Ys Truss: I 1 S and Warnings before sonahuctbn sommencee. building component.Applicability of design parameters and proper IQ 2 2.2a4 compression web bracing must be Installed where Mown". incorporation of component Is me responslbBly of me building designer. LSO ")' -,4, 0. �y4 3.Additional temporary bracing to insure stability during oonsWcaon 2 Dastgn assumes the lop end bottom chords to las latently bread al v �j `_1f'J.`- 2 esh sheathing such of plywood.h athing(TE(and/or rdrywal BCely unless braced throughout thelr length). � /-'i R 1 S`, iJ Is the responstbllty of the erector.Additional permanent bracing of continuous, DATE: 6/18/2016 the over.g structure la the reaponstblgy of the building designer. 3.2a Impact bridging or lateral bracing required where Mown** 4.Na load should ba applied to any component until after all bracing and 4.Installation of truss la the responsibility of the reapectNe contractor. SEQ.: K2 0 9 2 2 62 fasteners are complete and at no time should any lads greater than 5.Design assumes Wsaa are to be sad m.nen-sarroaNa envlronmsm, designleada be db any comment. and are for"dry condition of use. ry [� /y,4 tt7(�.I'7 TRANS ID: LINK applied yreedaae 8.Design assumes tel bearing at ail supporta Mown.shim or wedge It EXPIRES. 12/31/201( S.CompuTrus hes no control over end assumes no responsibility for Ns necesary. fabrbeaon,handling,MJ 1pment and installation of components. 7,Destgn assumes adequate drainage is prodded. une 20,2016 6.This design is furnished subfed to the limitations at forth by 8.Plates shag be located on both feces of truss,and placed so their center TP WJTCA in BENI.copies of which MI be furnished upon request. lines indicate aim o then In center lines. inches. MITek USA,Inc./COmpuTrus Software 7.6.7(1L(-E 10.For basic connector plebe design values see ESR-137 t,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 #199TR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 99 2-10=(-289) 1949 10- 3=1 0) 266 14- 7=(-992) 168 BC: 2x4 KDDF #16BTR SPACED 29.0" O.C. 2- 3=(-2976) 406 10-11= 291 1947 3-11= 345 109 7-15=1 0) 301 WEBS: 2x4 KDDF STAND 3- 4=1-2068) 397 12-13=1 -9) 20 4-11=(-473) 280 LOADING 4- 5=1-2104) 576 13-14=1-235) 1992 12-11=1 0) 98 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-1483) 438 14-15=1-294) 1891 11-13=1-166) 1191 BC LATERAL SUPPORT <= 12"OC. SON. DL ON BOTTOM CHORD = 10.0 POP 6- 7=1-1940) 405 15- 8=1-292) 1893 11- 5=(-299) 1117 TOTAL LOAD= 45.0 PSF 7- B=(-2454) 415 13- 5=1-157) 674 OVERHANGS: 18.0" 18.0" 8- 9=( 0) 99 13- 6=(-794) 259 LL = 25 PSF Ground Snow (Pg) 6-19=1 -31) 480 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BEG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -263/ 1845V -326/ 328H 5.50" 2.95 KDDF ( 625) 37'- 0.0" -267/ 1845V 0/ OH 5.50" 2.95 KDDF ( 625) 1COND. 2: Design checked fox net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.011" @ -1'- 6.0" Allowed= 0.100" MAX TL CREEP DEFL = -0.015" @ -1'- 6.0" Allowed = 0.150" MAX LL DEFL = 0.106" @ 11'- 3.5" Allowed = 1.203" MAX TL CREEP DEFL = -0.211" @ 11'- 3.5" Allowed = 1.804" 17-06-15 19-05-01 MAX LL DEFL = -0.011" @ 38'- 6.0" Allowed= 0.100- f 1' ' MAX TL CREEP DEFL = -0.015" @ 38'- 6.0" Allowed = 0.150" 5-11 5-05-08 6-00-11 5-07-10 6-08-13 7-02-06 f f f f f f ,r MAX HORIZ. LL DEFL = -0.050" @ 36'- 6.5" MAX HORIZ. TL DEFL = 0.082" @ 36'- 6.5" 12 12 8.00 1 M-6x8 Q 8.00 6.0" 5 ,f-,( Design conforms to main windforce-resisting f01! system and components and cladding criteria. Wind: 190 mph, h=26.9ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, D4-1.5X3M-3x4 End vertical(s) are exposed to wind, ,11 111111 • Truss designed for wind loads in the plane of the trues only. M-5x6(5) M-Sx8(S) 0.25" 3 1110000;.25" 3� � m 0 10 11��._. m /. - ,2: 1 0 o M-3x6 M-1.5x3 tv I M-b5c8 13 ti M-1.5x3 M-3x8 0.25 4 M-1155x3 -M-9x4 ,,\ : M-5x6(S) l ) 1 l ) y c !�. 5-09-04 5-07-04 6-02-07 5-09-06 6-07-01 7-00-10 y 4 �D O�`CZ k 1 .1. + 1-06y 11-02-12 -06 �� NGtN /� 25-09-04 37-00 C3.9G.0�r �1- JOB NAME : NRT FRENCH 5 PLEX WITH STEP - I2 �/!'.,r. Scale: 0.1478 -4.- = , 4/ • - WARNINGS: GENERAL NOTES, unteas otherwise noted �^' Truss: 12 1.Builder and eredkncanlredorMouldbeadvised of01General Notes 1.This design is based only upon the parameters shown and la for an Individual 7 OREGON ,W and Wamlrps before construction commences. building component.Appkoablltiy of design parameters end proper 2.204 compresston web brsdng must be Instated where shown+, Incorporation of component is the reaponaibllhy of the building designer. G�IeO ('!!!'(:::2)'4) 5'?' lr lt.,. 2.110. 4:::'4" 3.Additional temporary braang to insure stability during canarudlon 2.Design assumes the tap and bottom chords Ic be!Morally bared et / V Is Sre reaps stbisry of the erector.Additional permanent bracing o! T o.c.and el 10'c.c.rsepecfl ply unless braced throughout their length by /(,,. 11'1. DATE: 6/18/2016 the overall structure is the responsibility of the building designer. 2 Wipe us slrealglor such l bracing ngre uir a where soon 0 tlrywaN(BC). !k`(�` I I�� jJ 3.2x Impaa badging or lateral ponet required of the where shown++ SEQ.: K2 0 9 2 2 6 3 4.No bad should be applied to any component until alter all brodng and 4.InstallatIon of Wide is the roeponeibpily of the respective contractor. fasteners are complete end at no time should any Wads greater than S.Design assumes Pumas are to be used Ina noncorrosive environment, TRANS ID: LINK design loads be applied to any component, and are fon"dvy vnndtion"of use. 6.CompuTros has no control over end assumes no reeponability for the B.Design assumes NN bearing al at supports shown.Shim or wedge If EXPIRES: 12/31/2017 fabrication,handling,shipment end installation of components. Designecmn ry. 7.Plato.saw melededoneothlfagelo provided. .,Una.20,2016 S.This design b furnished aub)ed to hthea limitationsfurnished set forth upo by e.plated inoi be located on both faces of inns,and placed so their center TPI/WrCA In SCSI.copes of which will be furnished upon request. Ones colnelde with joint center lines. MiTek USA Inc./CampUTNs Software 7.6.7(1L}E B.Digits Indicate sin of plate in Indies. 70.For basic connector plate design values see ESR-1371,ESR-7888(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: 2x4 KDDF 816BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 37 2-5=(-31) 34 3-5=(-167) 114 BC: 2x4 KDDF 81&BTR SPACED 24.0" O.C. 2_33=(-69) 49 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -47/ 381V -19/ 60H 5.50" 0.61 KDDF ( 625) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 5'- 0.0" -33/ 216V 0/ OH 5.50" 0.35 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL •+ For hanger specs. - See approved plans REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPDF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.031" @ 2'- 8.4" Allowed = 0.262" MAX TC PANEL TL DEFL = -0.038" @ 2'- 6.6" Allowed = 0.393" 4-08-04 0-03-12 ,r f 1 MAX HORIZ. LL DEFL = 0.000" @ 4'- 8.2" MAX HORIZ. TL DEFL = 0.000" @ 4'- 8.2" 12 4.00 D Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, M-1.5x3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 load duration factor=1.6, 3 End vertical(s) are exposed to wind, Truss designed for wind loads Zin the plane of the truss only. N cd N --'1111 1 0 2�� 5 o M-3x9 M-1.5x3 y ), l 4-08-04 0-03-12 1 l l 1-00 5-00 A, PRQFt`�S' 89200PE v JOB NAME : NRT FRENCH 5 PLEX WITH STEP - P2 Scale: 0.5900 wawa WARNINGS: GENERAL NOTES, unless nth.rwhe noted: Iftft 7/ OREGON C. 1.Builder and erection contractor should be advised of ars General Notes 1.This design is bawd only upon the parameters shown and h for an Individual � ' Truss: P 2 and Weminps before consbucllon commences building component.Applicability Is of design parameters and proper y 2 tiP4 2.2x4 compression web bracing must be Installed where shown.. incorporation of component la the responsibility of the building designer. €0 (/� Sry 3.Addhbnel temporary bracing to insure stability during construction 2 Design adeumea lila top and bottom Gods to be laterally Goad et 1_ by Is the depot:066 f the erector.Addhlonel permanent bracing of 2'ntin and el 1C/c.chin respectively es ply woods braced frC) n cat r dryeir length). R f1 I "" ty o continuous sheathing such as plywood sheathing(TG)angor tlrywal(BC). DATE: 6/18/2016 the overall structure Is the respondbhhy of the building designer, 3.21/impact bridging or lateral bracing required where shown.. SEQ.: K2 0 9 2 2 6 4 4.No bad should be applIed to any component until after ell bracing and 4.Inatalation of trues Is the responsibility of the respective contractor. faelenen are complete and at no time should any loads greater than B.Design assumes trussed are to be used In a non-wrrotive enwronnnnt, la bads be applied to an component. and are for"dry condition of use. de TRANS ID: LINK csignlouasae nowntrolwarandoneum.anoreeponeibdtyIs,the 8.Design assumes fun bearing at all supports shown.shim orwedgeIf EXPIRES: 12/31/2017 6. fab,catbn,handling,shipment and installation of components. 7.Design assumes adequate drainage h provided. •Jura@ 20,2016 6 6.Thh design is furnished subjed to the limitation set forth by 9.plates shag be bated on both/aces of truss,and placed w their ceder TPNNTCA In BGBI,copied of which Mahe furnished upon request. lines coincide with joint center lines. 8.Digits indicate she of plate in Inches. MITek USA,Ino./CompuTrus Software 7.6.7(10-E 10.For bask connector plate design values see ESR-1311.ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TC: 2x9 ECIF CATIOR TRUSS SPAN 6'— 0.0" 'COND. 2: Design checked for net(-7 LOAD DURATION INCREASE = 1.15 psf) uplift at 29 " spacing. BC: 2x9 KDDF #160TR oc WEBS: 2x4 KDDF STAND SPACED 24,0" O.C. Design conforms to main windforce-resisting LOADING system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC, UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PIP BC LATERAL SUPPORT <= 12"OC. UON. Wind: 140 mph, hts),2 En, osed, Ca .20EEap. ASCE 7-10, RS(D DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD= 45.0 PIE load duration factor=1.6, End vertical(s) are exposed to wind, M-1.5x9 o LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads vertical members in the plane of the truss only. (uon). 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 FVote:Truss design requires continuous AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. I bearing wall for entire span UON. 5-08-04 0-03-12 12 4.00 G.' M-1.5x3 4 3 N 2 ...... 1111111111111 1 or M-3x4 M-1.5x3 1 .6 1-00 6-00 ° PR OA' 4c ;920 r" JOB NAME : NRT FRENCH 5 PLEX WITH STEP — PGE Scale: 0.6196 owe ' WARNINGS: GENERAL NOTES, unless cthendae noted. 44 v. Truss PGE 1.Builder end erection contractor should be advised of al General Notes 1,The design is based only upon the parameters shown and la for an individual OREl"'r11A1 4, end Nkmings before aersbudion commences, building componentApplicability of design parameters and proper �.7 V f M 'K✓ 2.2x4 compression web bracing must be Instated where shown+. ecorporatbn at component is the reeponsibfitty of the building designer. - 7)" 14 3.Additional temporary bracing b hem stability during construction 2 Design assumes the top and bottom chards to be laterally braced al _7 y A DATE: 6/18/2016 etre responsibility of the erector.Additional permanent bracing of 47 T o c and at 10'a.c.respectively unless braced throughout their length by i Y the overall gmcture la the responsibility of the building designer, continuous ridging at such as plywood required where sand/or tlrywap(BC). ,[ R' SEQ.: K2092265 4.Na load should be applied teany com component 4.In tmptie,alt ngorlaerelprsdngryattheYfipreshewn+♦ q: Po^°^ bracing 4. esipntse oftiussIsthe responsibilityto beuseortherespedee contractor.eiron fasteners era e e complete ars at a time should any loads greater than 5.Design sat dry trusses are a be used In s ncncorrosiva environment, TRANS ID: LINK design oaaabe,ppleatoany aomponam. end ere for"drycondnlon"ofuse. 5.ComptaTrus hes nc contrvl war and aaeumea no responalbiltty lar the 8.Design assumes fail bearing at ail support shown.Shim lar wedge If .t�1]ry.1 p �7 fabdaatlan,handling,shipment and Inetallatbn of components. ^ess�ry' EXPIRES ILf:il if2�1f 6.The design is furnished subject a the limitations set forth by 8.Design la esnsha beelocas teduon both faces ate drainage iof Ines,and placed so their center r TPIMTCA in SCSI,copies of which aft be mmishatl upon request. Inca coincide anti joint cellar tree. d. June 20,2016 MITek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 9.Digits Indicate sire of pets In Inches. 10.For bask connector plate design values we ESR-1371,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC TRUSS SPAN 7'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS 1-2=( -6) 133 5-6=(-295) 216 5-2=(-531) 124 4-7=(-278) 158 TC: 2x4 KDDF #1BTR LOAD DURATION I2CR0ASE C 1.15 2-3_(-248) 106 6-7=( -55) 74 2-6=( 0) 199 WE: 2x4 KDDF ST&NTR SPACED 29.0" O.C. 3-4=(-154) 87 6-3=(-105) 114 WEBS: 2x4 KDDF STAND LOADING 6-4=(-129) 181 TC LATERAL SUPPORT 24"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -54/ 518V -96/ 130H 5.50" 0.83 KDDF ( 625) NOTE: 2x4 BRACING AT 29"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 7'- 3.0" -50/ 326V 0/ OH 5.50" 0.52 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 12.0" 0.0" OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR DOPAC' LIOE CONN. TEP VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.001" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" ". For hanger specs. - See approved plans MAX TL CREEP DEFL = -0.016" @ 2'- 0.0" Allowed = 0.317" MAX BC PANEL LL DEFL = -0.015" @ 4'- 7.3" Allowed = 0.231" 1-11-11 5-03-05 = _ fMAX HORIZ. TL DEFL = -0.001" @ 7'- 1.3" 12 12.0017 Design conforms to main windforce-resisting M-9x6 system and components and cladding criteria. 3 M-3x4 Wind: 140 mph, h=20.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, -/ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 41/2•"'"'''''''''''''r1:- 9 End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x9 41 0 M I r o 1G I �I 7 f 5► 6 44 M-1.5x3 M-1.5x3 M-3x8 Jr ), Jr 1-08-08 5-06-08 [S Jr 1-00 y 7-03 Jr S% prop., �C`,c,p,NGI N,E - �,0 cc 89200PE r JOB NAME : NRT FRENCH 5 PLEX WITH STEP - J1 Scale: 0.4956 s'��% /"iamb - .- WARNINGS: GENERAL NOTES, unless otherwise noted •.y OREGON ��. 1.Balder and erection contractor Mould be advised of al General Notes 1.This design Is bleed only upon the parameters shown end h for an individual 7 Truss: J1 end~Igo.before conabadbn commencos. building component.Applicability of design parameters and proper GHQ'kg ..,,,,t1* ay�, A 2.244 compression web hradng must be Installed where Moven a. Inmrporotbn of component b Me raepenelbllty of Me building designer, • / G" (y, 2.Design tisanes the top and bottom chords to be laterally braced at 41�'`�'] 'f `_ 3.Additional temporary bradng to treat.stability during construction 2 o.c.and at 10 o.c.nepe0Naly unless braced throughout their length by ],']rj f c- .J is Me reepenstbilty of the erector.Additional permanent bracing of continuous ehesthkp such as plywood eheething(TC)and/or drywal(BC). R R DATE: 6/18/2016 the overall structure is the reepondblity of the building designer. 3.24 Impact bridging or lateral kneeing required where Mown++ 4.No bad should be applied to any component until eller all bracing end 4.Installation of truss lathe eeponslbllty of the respective contractor. SEQ.: K2 0 9 2 2 6 6 fastens ere complete and at no time should any bads greater Men 5.Design assumes quests are to be used Ina non-corroslve environment, Rry [v Yy y /y l design bade be applied to any component. end ere for"dry condition"of ae.. EXPIRES:RES: 1 213 S/2ll l 7 TRANS ID' LINK B.nestssary. roe NI bearing at al supports Mown.Shim or wedgeu ' S.CompuTee hes no control over and assumes no responsibility for the necessary. ebdutton,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. I i ne 20,2016 8.The design a fumlehed subject to the Ilmlatbns set forth by B.Plates ae cohddb located led cnb lin both hess of traps,end placed so their center TPFWICA M BCSI,copies of which will be emlMed upon request, 9.Digits indicate Nes)of plate in indr.e. MITek USA,Inc./CompaTrUs Software 7.6.7(1L)-E 1n,For basic connector pets design values see ESR-1311,ESR-1608(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TC: 2x4 KDDF C1TIOR TRUSS SPAN 7'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 16BTR LOAD DURATION INCREASE = 1,15 1-2=( -6) 133 6-7=(-196) 217 6-2=(-531) 164 BC, 2x4 KDDF 8S165T SPACED 24.0" O.C. 2-3=1-248) 133 7-8=( -54) 73 2-7=( 0) 195 LOADING 3-5=( 0) 0 7-5=(-155) 130 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 3-5=(-157) 111 5-8=(-278) 207 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5-8=(-278) 192 TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE2x4 BRACING AT 24"OC UON. FOR LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) ALL FLAT TOP CHORD AREAS: NOT SHEATHED LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -79/ 518V -96/ 131H 5.50" 0.83 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7' 3.0" -56/ 326V 0/ OH 5.50" 0.52 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 12.0" 0.0" 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. on For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.067" 3-11-11 3-03-05 MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.016" @ 2'- 0.0" Allowed = 0.317" f ,r T MAX BC PANEL LL DEFL = -0.015" @ 4'- 7.3" Allowed = 0.231" 1-10-04 2-01-07 3-03-05 MAX HORIZ, LL DEFL = 0.001" @ 7'- 1,3" T l' l' f MAX HORIZ, TL DEFL = 0.001" @ 7'- 1,3" 2-00 T f 12 9 Design conforms to main windforce-resisting system and components and cladding criteria, 12.00 Wind: 140 mph, h=21.8ft, TCDL=6.0,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat,2, Exp,B, MWFRS(Dir), load duration factor=1,6, M-9x6 End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only, 3 M-3x4 5 t' see M-3x4 N M 1 o1 ,ti ■ Gil If a 8 M-1.5x3 M-1.5x3 M-3x8 l y y 1-08-08 5-06-08 )•1-00 )• 7-03 l � ,i)%0 pRa��6v ‹e.,'N N�&"S+ sj© 89200PE 9r JOB NAME : NRT FRENCH 5 PLEX WITH STEP - J2 /0r/ Scale: 0.3716 -_ 10101110.+/OOP' WARNINGS: GENERAL NOTES, unkes otherwise noted: `a /OOP': J2 1.Builder and erection conlrossrsiwuldbeadvised ofailGeneral Notes 1.This design is based only upon the parameters shown and is for anlndiaiduel ' ,f_OREGON DA �w ant Waminge beta,e construction commences. building component.Appiiablety of design parameters and proper 2.2 254 compression web bracing must be Iatelktl where Mown+, Incorporation of component Is the responsibility of the building designer. "1 r+�♦ 3.Additional temporary bracing b Insure Nobility during construction 2,Design assumes the top and bottom chorda to be laterally braced al `� 'A y A Zv` %.7.11- w. DAT.: 6/18/2 016 Is the responsibility of the erector.Additional permanent bracing of T o.c.and at 10 a c.respectively unless braced throughout their length by 1`t the overall structure is the responsibility of me bulking designer. continuous ua ridgingior lateh lateral b acng re uir a where)ewnar drywaA(BC). A L� SEQ.: K2092267 4.Na load should be applied to any4.InSImpactbridgingisor thbrodngry of the respective me componentanyatteralleaadnhand 4.Design oftrussbusses to beueoftaerespectosicontractor. fasteners H are complete t at no mpotime should any loads greater than 5.end are eor dry irveeee ere to he used In a nen-corrosive environment, TRANS ID: LINK des gra beds be applied la any component. and aro for"dry condleon"of use, 5.CompuTrvs hes no control over and assumes no responsibility for the 6.Des ign assumes MI bearing at ail supports shown.Shim or hedge If �'v 12/31/2017 .I ry ryryy rr�I//'��.r fabrication,handling,shipment and Inetelktion of components. Cigna ss EXPIRES: 1 Z/l}1I LU 1 7 8.This design k furnished subject k the limitations set forth by 7,Design assumes adequate drainage la provided. TPIM?CA In SCSI,copies of which rale be furnished upon request. a linPlats coes inddall eevdlh pint center Heated On lline�s of hues,and placed so their center June 20,2016 MiTek USA Inc./CompuTrus Software 7.6.7(1L}E 9.Digits indicate size of piste In inches. 7o.Far bask connector plate design values sea ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC TRUSS SPAN 36'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS 1- 2=(-2388) 392 1- 8=(-275) 1857 8- 2=( 0) 260 11- 5=(-775) 255 BC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 WE: 2x4 KDDF S16NDR SPACED 24.0" O.C. 2- 3=(-2007) 910 8- 9=(-277) 1855 2- 9=(-300) 124 5-12=( -38) 457 3- 4=(-2049) 586 10-11=( -3) 20 3- 9=(-472) 282 12- 6=(-453) WEBS: 2x6 KDDF STAND; 181 LOADING 4- 5=(-1447) 437 11-12=(-229) 1451 10- 9=1 0) 99 6-13=( 0) 294 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 2x6 KDDF STAND A5- 6=(-1889) 410 12-13=(-282) 1808 9-11=(-162) 1103 6- 7=(-2378) 903 13- 7=(-280) 1810 9- 4=(-304) 1078 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 11- 4=(-153) 661 TOTAL LOAD 45.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZBIG REQUIRED BRE 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" -256/ 1693V -297/ 300H 5.50" 2.63 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 36'- 6.0" -255/ 1642V 0/ OH 5.50" 2.63 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.098" @ 11'- 0.5" Allowed= 1.186" MAX TL CREEP DEFL = -0.196" @ 11'- 0.5" Allowed = 1.779" MAX HORIZ. LL DEFL = -0.047" @ 36'- 0.5" 17-03-15 19-02-01 MAX HORIZ. TL DEFL = 0.078" @ 36'- 0.5" 5-08 5-05-08 6-00-11 5-07-10 6-08-13 6-11-06 TffffffDesign conforms to main windfocce-resisting '� system and components and cladding criteria. 12 12 HM-6x6Wind: 140 mph, h=26.9ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 8.00 Q 8.00 6.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 4 fd End vertical(s) are exposed to wind, ''.44144., Truss designed for wind loads in the plane of the truss only. M-3x4 M-1.5x3 1Opp M-5x6(5) M-5x6(5) 0.25" 0.25" 2 41 11111111111111111111111111111N:4-4"PI o I Al ,_ x_______. ... ,r, I • 1"M-5x6 M-185x3 0 9 __--= iz 13 . 11 ,'I M- X8 M-3x8 0.25" M-1.5x3 0 M-1.5x3p M-Sx6(S) 00 P R Opt y 1 1 1 1 y 5-06-04 5-07-04 y 6-02-07 5-09-06 6-07-01 6-09-10 ), co GINE' ; 6/0 l 10-11-12 zs o6-04 l ' :9200P !ter 36-06 JOB NAME : NRT FRENCH 5 ALEX WITH STEP - I3Sale, 0.1508 G ' WARNINGS: GENERAL NOTES, umess otherwise noted 10 CC OREGON �+ '. 1.Builder and sreconstruction n on co be advised of ail General Notes 1 building co Is nem.Applicabilityased only upon m fpdaessmeterspar meterown and and proper individual %Sr �./f ��� Truss: I3 and Warnings before aMhuc ion commences. buildingo nsiporoma %7 14 22x4 compression web bracing mar be Metalled where shown a. Design assumes e component la me m chords o rdstov of the buildingbredatdesigner. 2.Design aewmse the lop end boom chorda to be laterally braced r 3.Additional temporary bracing to Insure stability during construction 7 o.e.and at 10 o.e.respectively unless braced throughout their length by SFR R I LL ftie le the reeponsiblAty of the erector.Additional permanent bracing of continuous sheathing such lb plywood sheathing(TC)and/or drywell(BC), DATE: 6/18/2016 me overall structure is the responsibility of the building designer. 3,28 Impact bridging or lateral bracing required where Novo+. No bm ad should be applied to any component until after all bracing and 4.Installation of tralathe responsibility of tie respective°oohedor, SEQ.: K2 0 9 2 2 6 8 4,fasteners are complete and at no time should any loads greater than 5.Design assumes theses are to be used Ina nen-eorroshe environment, and Cr.for"dry condition"of use. EXPIRES: 12/31/2017 TRANS IDs LINK design bads be applied to any component, 8.Design assumes mil beards t al supports shown.Shim or wedge if L r RES R CompuTrus has no control over and assumes no responsibility for the mmmry, fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage hio la prodded. June ZO r 2O.I 16 B.Tdesign Is furnished ridded to the limitations forth by 8.PlIlatees shall coincide bee Mailed on both rllhf s s of truss ,and placed so their center TP WyfCA In SCSI,copies of whichWIb furnished open request. 9.Digits indicate site of plate in inches. MITek USA,Ina/CompuTrue Software 7.6.7(1L}E 10.For bade connector plate design values me EBR-1311,ESR-1088(Weir) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 3,0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC; 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #160TR 1-2=( -6) 133 6-7=(-185) 218 6-2=(-531) 185 WEBS: 2x9 KDDF STAND SPACED 29.0" O.C. - 2-3=(-248) 199 7-8=( -53) 71 2-7=( 0) 195 LOADING 3-4=( 0) 0 7-3=(-105) 138 3-5=(-161) 123 7-5=(-151) 219 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5-8=(-278) 249 BC LATERAL SUPPORT <= 12"OC, UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED ERG AREA NOTE: 2x9 BRACING AT 24"OC UON. FOR LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -101/ 518V -97/ 132N 5.50" 0.83 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED 7'- 3.0" -102/ 326V 0/ OH 5.50" 0.52 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR SOPSF LIVE LOAD. TOP net(-7 checked for OND. 2: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Design (- psf) uplift at 24 "oc spacing. M-1.5x9 or equal at non-structural VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 vertical members (uon). MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" ** For hanger specs. - See approved paa181_11 MAX LL DEFL = 0.017" @ 2'- 0.0" Allowed = 0.211" 1-03-05 MAX TL CREEP DEFL = -0.016" @ 2'- 0.0" Allowed = 0.317" 1-10-04 3-10-04 1-06-08 MAX HORIZ. LL DEFL = 0.001" @ 7'- 1.3" f ,r ,r MAX HORIZ. TL DEFL = 0.001" @ 7'- 1.3" 2-00 Design conforms to main windforce-resisting T f system and components and cladding criteria. 12 Wind: 140 mph, h=22.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 12.00 (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-4:4111111111111111 3 M-3x4 dO 6 M-3x4 1 r 0 1 M-1.5x3 M-1.5x3 M-3x8 l l y 1-08-0e 5-06-08 y �0 p PR 04"6 l l 1-00 7-03 -<'3 <C,,t.'E' h� /per :9200PE yr JOB NAME : NRT FRENCH 5 PLEX WITH STEP - J3 • , Scale: 0,2909• - a.y.v WARNINGS: GENERAL NOTES, unless otherwise noted: rya �Av Truss: J3 1.Bottler and erection cenlrador Mould be advised of all General Notes I.This design is based only upon the parameters Moan and is for en individual -Z7� OREGON * le-+v and VVamings before construction commences, building component.Applicability of design parameters and proper r� tri A. 2.2a4 compression web bluing moat be installed where shown+, inoorporetbn of component Is the responsibility of the building designer. :e4' Q r{, 3.Addiocol temporary bracing to insure stability during construction Z Design assumes the lop and bottom chords to be laterally bead el /r� '�4 2„� �"'!+ Is the responsibility of aro ere dor Additional permanent bracing of 2'a.e ash et 10 o.c.respectively unless ethin throughout melt length W ^� 6 18 2Q16 the overall structure is Me responsibility of the Wilding designer. continuous sheathing such as plywood aired mg(TC)ene/or drywal(BC). `q ri R11.N- SEQDATE: 4.No load should be applied to 4.In2loped badging or lateral pndng required the where Mean++ .: K2092269anywmpenent antis after all bracing end 4.Installation of lnnslstha responsibility of the rospedMe contractor. fasteners are complete end at no time should eny loads greater than 5.Design assumes mesas are to be used in a noncorrosive environment, TRANS I D: LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrua has no control over and assumes no responsibility for the 8.Dea�gn assumes NA bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2017 fabrication,handling,shipment end installation of components. wry' 7.Designtesassumes adequate bath lace is truss, d. an June 20,2016 S.This design b furnished es ofd to the limitations set forth upo by 8.Plates ind be located on both Iowa of irusa,and placed so their comer TPVVVTCA In SCSI,wpbs which wall be furnished upon request. linea cnindde with Joint center lines. MiTek USA,Inc./CompuTfUs Software 7.6.7(11_)-E5.Digits indicate size of plate in indres. 10.For bask connector pieta design values see ESR-1311,ESR4988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0" OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. TC: 2x4 OF 2400F; LOAD DURATION INCREASE = 1.15 'COND. 3: 150.00 PLF SEISMIC LOAD. 2x4 KDDF #16BTR T3, T4 SPACED 24.0" O.C. BC: 2x9 KDDF #14BTR Design conforms to main windforce-resisting WEBS: 2x4 KDDF STAND LOADING system and components and cladding criteria. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF TC LATERAL SUPPORT <= 12"00. CON. DL ON BOTTOM CHORD = 10.0 PSF Wind: 140 mph, h=25.7ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"00. UON. TOTAL LOAD = 45.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, LL = 25 PSF Ground Snow (Pg) End vertical(s) are exposed to wind, Truss designed for wind loads LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. M-1.5x4 or equal at non-structural REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. vertical members (uon). BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Note:Truss design requires continuous ABS BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. bearing wall for entire span UON. 17-06-15 19-05-01 T T T 8-09-08 9-02-07 5-10-01 6-00 7-07 4 4 T 1' f 12 12 I IM-4x9 Q8.00 e.00 9.0" ill M-3x5 .25 0 (S).25"�� M-Sx8" (S)�etAM18HS-5X16 9 M-4x10 1b•25n M-3x6 M-1.5x3 M-9xN6.. 6 0 M-5x6 M-5x8(S) y 9 0 PRpp�... 1 8-01 y 9-05-15 y 6-01-09 y 5-10-09 y 7-05-09 ,C�"'b NGIN'l .,?/Q y1-06y 37-00 4, 89200PE JOB NAME : NRT FRENCH 5 PLEX WITH STEP - IFW Scale: 0.1978 :/ r WARNINGS: GENERAL NOTES, urd.es otharndes noted i, CC OREGON�� 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end Is for an individual /� Truss: IFW and Warnings before construction commences. building component.Applicability of design parameters end proper G'I� A i A t4 2.204 compression web bracing must a Instated where shown.. marporatlon of component la me responsibly:Dane building designer. i)e i 4 S 1. 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bosom chords to be laterally bread et 4elet �y by Is the responsibility of the erector.Additional permanent bracing of T ntlnuoA. w bridging ting auech as respectively aheaming(7Cj enNor tlrywaA hout their length RIO- DATE: y.� v. DATE: 6/18/2016 me overall aoudure is the responsibility of the building designer. 3.2s Impact bridging or lateral bracing required where shown++ SE 2 0 9 2 2 7 0 4.No load should be applied to any component until after bracing and 4.Installation of buss Is the responslbiily of the respective contractor, Q•• Kfasteners are complete and at no time should any roads greater than 5.Design assumes trusses are to be used In.non-corrosive environment, design loads be applied to any component. end are for'dry condlbn"of use. yA�3 7C TRANS I D LINK s.Design assumes full bearing at al supports stwwn.shim or wedge it EXPIRES:R S:1 2/ v7Q1 • 5.ComWTrus has no control over and assumes no responsibilityfor tM neceswry. fabrication,handlkg,shipment and installation of components. 7.Design assumes adequate drainage is provided. June 20,2016 6.This design is furnished eub)ev to the limitations set forth by 8.Plates shag be located on both faces of truss,and placed so their anter TPIA TCA in SCSI,copies of which Mg be furnished upon request. 9.lines esits eldddde with Joint loe t center inches. MITek USA Inc.ICompuTrus Software 7.6.70 L}E 10.For basic connector plate design values see ESR-1311.ESR-1908(MITak) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SpECLFICATIONS LU: 2x4 KDDF CATIOR TRUSS SPAN 12'- 1.0" {k..OND. 2: Design checked for net(-7 LOAD DURATION INCREASE = 1.15 I g (- psf) uplift at 24 "oc spacing. BC: 2x4 KDDF R SPACED 24.0" O.C. WEBS: 2x9 KDDF IC OND. 3: 150.00 PLF SEISMIC LOAD. STAND; 2x4 KDDF #16.BTR A LOADING Design conforms to main windforce-resisting system and components and cladding criteria. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF TC LATERAL SUPPORT <= 12"OC. SON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 45.0 PSF Wind: 140 mph, h=23.9ft, 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, End s desial(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 (neon). REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Note:Truss design requires continuous bearing wall for entire span UON. 6-04-02 5-08-19 T T 12 8.09 M-1.5x3 4 -f M-3x6 1141 . O I sr09 Aldlilklikkh .0 r. til -0 ,, 0 1 M-155x3 M-1x6 M-3x9 J• l l l 6-02-06 5-10-10d �P P 1-06 12-01 NCyI( � 'rJ© 89200PE 47 Vic` JOB NAME : NRT FRENCH 5 PLEX WITH STEP - IFWA Scale: 0.2918 WARNINGS: y "1. 1.Builder and erection contractor should be advhetl of all General Notes GENERAL NOTES, unless otherwise noted '. Truss: IFWA 1,beiadeag panentdonlyponlhep,remeteraahawnaedlsropa indroldual -per OREGON V do antl Wemliryp berora consirudbn commence.. building component.Appllublllty oldestan p,rometero antl proper . g.2x4 compression web bndng must be installed where shown a. Incorporetron or campanaM N ihs rosponstbsty al the bolding daalgner. R,iI `J ��A� �� 3,Additional temporary bracing to Insure stability during construction 2.Design aseumes ihs top mtl bottom chorda lD be laterally braced al F 1A b the responsibility of the erector.Additional permanent bracing or 7 o.c and at IV c.c.raspsalvaty unless braced throughout theta length by Y' DATE: 6/18/2016 the overall structure Is the roeponsibnny of the building dealaner, continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �R R I L. SEQ.: K2092271 4.Na road should be applied to an 4.in impact bodging is the reresponsibility y et lb.whereshownss•to any aafter 4.DarolnasDrImesIainstobeuseorIanraspedeecoenviren fasteners to ere compete and etc time should any loads greeter man 5.Degan assumes ondtla are lobe used In a noncDrroava environment, TRANS ID: LINK eeaankeesbe.pprodro,nyDDmponem. and ereroraryaonanlon°Druse. 5.CDmpu7me hes no control over and assumes no responsibility for the 6.n e essarysumes fust bearing at at supports shown.Shim or sedge If EXPIRES: P'`HE / 1/ 01 7 fabtron,handling,shipment and installation or components. dca 6.This design is furnished to bjed thelimitations set forth by T.Design assumes adequate drainage Is provided. TPI,TCA In BCSI,copies of which sail be furnished upon request. 8 linePlaa coincids Mal ewithpmt center lines. located on both ase of intra,and placed m their unlet June 20,2016 Mi7ek USA,Inc./CompuTrus Software 7.6.7(1 L}E 9.Digits mtlkate size of plate in inches. 10.For beak connector pate design values see EBR-1311,ESR-1988(Mi7ek) This design prepared from computer input by Pacific Lumber and Truss-BC TRUSS SPAN 7'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER 4PECIFICATIONS 1-2=( 0) 84 2-6=(-230) 350 7-6=( 0) 30 TC: 2x4 KDDF ))1BTR LOAD DUSPAIED INCREASE. " O.C.1.15 2-3=(-420) 283 7-8=(-175) 265 6-3=( 0) 63 WE: 2x4 KDDF R1&&BTR SPACED 29.0" O 3-4=(-375) 334 3-8=(-262) 172 WEBS: 2x4 KDDF STNDR{ LOADING 4-5=(-115) 19 B-4=(-326) 360 2X9 KDDF STAND A 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 TOTAL LOAD = 95.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0^ -51/ 449V -180/ 340H 5.50" 0.72 KDDF ( 625) OVERHANGS: 12.0" 8.7'• 7'- 3.0" -203/ 458V 0/ OH 5.50" 0.73 KDDF ( 625) 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 10PSF LIVE LOAD. TOP OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" 3-11 9-00-11 MAX LL DEFL = -0.038" @ 3'- 9.8" Allowed = 0.211" ,r MAX TL CREEP DEFL = -0.044" @ 3'- 9.8" Allowed = 0.317" g MAX LL DEFL = -0.002" @ 7'- 11.7" Allowed = 0.048" MAX TL CREEP DEFL = -0.002" @ 7'- 11.7" Allowed = 0.072" 12.00 12 M-1.5X3 MAX HORIZ. LL DEFL = 0.110" @ 6'- 9.5" MAX HORIZ. TL DEFL = 0.120" @ 6'- 9.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=29.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x4 load duration factor=l.6, End vertical(s) are exposed to wind, P Truss designed for wind loads ! �f I in the plane of the truss only. r 0 cn Fri ¢ k I Al m 0 1 M-3x9 1 N JE mw , M-33c4 M-4x6 +}e M-3x5 1 , J' l �y 3-09-04 3-00-09 0-05-08 ``0) PRQFps l b 1 1-00 3-07-08 4-04-03 )• 1 ,, .�NAGINE fiR �jp��.. 7-03 0=08-11 �T ' :92.00PE tj JOB NAME . /'y NRT FRENCH 5 PLEX WITH STEP - J4 Scale: 0.2899 to WARNINGS: GENERAL NOTES, unless otherwise noted .• OREGON N �� '. 1.Buller and erection contractor should be advised of a1 General Nates 1.This design M based only upon the parameters shown end b for an Individual 7 Truss: J4 and We Mugs before consiruHien commences, incorporation nilding component.A neat islityth of design parameters antl proper /yls {�41 4 4 ^(l ingsop of component la IM redesignbAky of the building designer. F •(., �+y, 2.2x4 compression Web bracing must be Installed where shown v. 2.Design assumes the top and bottom chortle to be laterally braced et j'� `- 3.Additional temporary bracing to Insure stability during con&mction Y o c and et 10 a c.respectively unless braced throughout their length by `Fif } Is me responsibility of me erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywaA(SC). l.+ DATE: 6/18/2016 the overall&facture k me rospon&billy of me building designer. 3.2x Impact bridging or lateral bracing required Mere Mown++ 4.No bad Would be spited to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. SEQ. : K2 0 9 2 2 7 2 fasteners are compete and at no time should any loads greater than 5.Design assumes trusses ere to be used Ina non-corrosive environment, and are for'dry condition"of use. EXPIRES: 12/3.1/2017 TRANS ID: LINK deepsbadsa applied to anycomponent.andessut. N.Design assumes NII bearing at al supports shown.Shim or Wedge If S.CompuTma Ms no control over and aaeumea no responsibility for the necessary, fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. June 20,2016 8.This design N furnished subject to the limitations set forth by 8.Plate.shal be located on both faces of suss,and placed so their center TPWVPCA in BCSI,copies of whkh will be lumished upon request. lines coincide with)aid center lines. 9.Digits Indicate the of plate In Inches. MITek USA,Inc./CompuTrus Software 7.6.7(1L)-E to.For bask connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 5.0" OND. 2: Design checked for net(-7 KDDF #14BTR 4 (- psf) uplift at 29 "oc spacing. TC: 2x4 BC: 2x9 KDDF #15BTR LOAD DURATION INCREASE = 1.15 WEBS: 2x9 RODE STAND; SPACED 24.0" O.C. 'COND. 3: 150.00 PLF SEISMIC LOAD. Design conforms to main windforce-resisting 2x9 KDDF #1seTR 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: 140 mph, h=26.3ft, TCDL=6.O,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), LL = 25 PSF Ground Snow (Pg) load duration factor=l.6, 19-1.509 or equal at non-structural End vertical(s) are exposed to wind, Vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed fox wind loads 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. kote:Truss design requires continuous bearing wall for entire span UUN. 7-01-01 13-03-15 fT 7-01-01 6-07-06 6-08-09 T T ' 1' 12 12 8.00 IIM-4x4 8.00 4.0" 2 .fw( IW M-3x6 M-3x6 s- n� ,, M-7x8 I ArI ro A ji co llillillik& I ll l -,,iN in o hi 5 M- x8 0.25„7 B M-3x5 M-3x5 PROF 04-5x6(5) '..7....0PRry1+ s � G I N4- tq 7-01-01 6-09-02 6-06-13 l 20-05 l w V 89200PE 9c' JOB NAME : NRT FRENCH 5 PLEX WITH STEP - IFWB Scale: 0.1757 y ''� ;' - WARNINGS: GENERAL NOTES, arses otherwhe noted 9I. it Truss: IFWB 1.Bulkier and erection contractor should be advised of al General Notes 1.This design h based only upon the parameters shown and h for an Individual )G OREGON * A.and Warnings before construction commences. building component.Applicability of design parameters and proper 7 l+i �. 2.1x4 compression web bradng must be Installed where shown o. incorporation of component is the responsibility of Me building designer. 2 3.Additional temporary bracing to Insure stability during conetrh action 2.Design sesames the top and bottom chores k be laterally braced at v�O •f ',4 �7 DATE: 6/18/2016 la the responsibility of meeroaar.Additional permanent breaks of continuous aA, teic respectively unless braced throughout their length by (y the overall structure is the responsibility of the building designer. 3.Do Impact bridging orlaterallateral braGng plywood req uiredCMown•erywaN(BC) .�"� �� jJ SEQ.: K2 0 9 2 2 7 3 4.No load should be applied to any component until after all bracing and 4.Installation of buss is the responsibility of the respective contractor. L faeeners ere complete and at no time should any loads greeter than 5.Design assumes trusses are M be used in a non-corrosive environment, TRANS I D: LINK design hada be applied to any component. and are for dry condition-of use. 5.cempuTrue has no control over and assumes no responsibility for the 8.Design assumes full bearing at an supports shown,Shim or wedge it EXPIRES. 12/31/2017 lebncetbM n. sdting,shipment and Mediation of components. 7.Design asadequate drainage is provided. t 'L,} 8.This design h furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,end placed eo their center June 20,2016 TP VWTCA in SCSI.copies of which will be furnished upon request. lines coincide vdth joint center lines. MiTek USA Inc./CompuTrus Software 7.6.7)1L}E S.Digits indicate size of plate in inches. 78.For bask connector plate design values see ESR-1311.ESR-1888(MiTek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 4'— 0.0" IC OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1fiBTR LOAD DURATION INCREASE = 1.15 ICOND. 3: 150.00 PLF SEISMIC LOAD. 8C: 2x4 KDDF #14BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND Design conforms to main windforce—resisting LOADING system and components and cladding criteria. TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD= 35.0 PSF BC LATERAL SUPPORT <= 12.00. UON. DL ON BOTTOM CHORD = 10.0 PSF Wind: 140 mph, h=21.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, TOTAL LOAD = 45.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, LL = 25 PSF Ground Snow (Pg) End vertical(s) are exposed to wind, Truss designed for wind loads M-1.5x4 or equal at non—structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. vertical members (uon). REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Note:Truss design requires continuous AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. bearing wall for entire span UON. 3-08-04 0-03-12 T f T 12 8.00 V M-1.5x3 4 3 1 M-3x4 r1 o 2 na al-- *44 N 1 r 0 I IIIIIIIIIIIIIIIIIII.— MilY A 5 M-5x4 7 M-1.5x3 y l l ,i,, ,0P R OFt0 1-06 4-00 � �NGiIV��c•9 rQ* 77 •92.00PE r JOB NAME : NRT FRENCH 5 PLEX WITH STEP — IFWC Scale: 0.4935 �. WARNINGS: GENERAL NOTES, unless otherwise noted le Cr OREGON � 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon me parameters shown end la for an individual F ,;�, bk Truss: I FWC and Warnings before construction commences, building component.Applicability of design parameters and proper 2 2.2x4 compression web bradng moat be installed where shown*. Incorporation of component is the responsibility of the building designer, r+0 '1 Y 1.4 O �4 3,Additional temporary bracing to insure stability during construction 2.Design nd t tO the top and bottom chords to be laterally braced alby ly Is the ro sibl f the erector.Additional permanent brain f continuous ntc.and et cin,respectively ply wood s braced throughout r dry a lESnth(. / 6.R 4�"•�^ jJ upon gtY o Penna g o sheathing such as plywood sheathing(TC)end/or tlrywaA(BC). C DATE: 6/18/2016 the overall structure N the responsibility of the building designer. 3.20 Impact bridging or lateral bradng required where shown«n SE 4.No road should be applied to any component until after all bradng end 4.Installation of truss la the responsibility of the respectNe aontrador. Q•• K2 0 9 2 2 7 4 fasteners are complete end at no time should any loads greater than 5.Design assumes busses me to be used In a non-conodve environment, design pada be applied to any component. and are for"dry condition"of use, TRANS D. LINK 6.Design aswmesMbearing atalsupports shown.Shim orwedge if EXPIRES: 12/31/2017 5.ComWTrus has no abbot over end assumes no responsibility for the necessary, fabrication,handling,shipment and lnetalbtion of components. 7.Design assumes adequate drainage is provided. June 20,2016 8.ThN design is famished abed to the limitations set forth by 8.Plates shag be boated on both faces of truss,and placed w their center TPLWTCA In SCSI,copies of which will be furnished upon request. 9. Ikea IncaDigitoindindicdde with joint ize of t center mincees., MITek USA Ino,/CompuTrus Software 7,6.7(1L)-E rr For bask connector plate design values see ESR-1311,ESR-1088(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 5.0" LBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=(-481) 308 B- 9=(-391) 986 8- 1=(-868) 460 11- 7=(-200) 699 BC: 2x4 KDDF #1EBTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND; 2- 3=( 0) 0 9-10=(-164) 457 1- 9=(-300) 610 7-12=(-872) 329 2x9 KDDF #ls BTR A LOADING 2- 5=(-428) 391 10-11=(-216) 539 9- 2=( -76) 107 4- 5=( 0) 0 11-12=( -68) 89 9- 5=(-365) 282 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-577) 403 5-10=(-138) 360 TC LATERAL SUPPORT <= 12"OC. CON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-683) 244 10- 6=(-390) 234 BC LATERAL SUPPORT <= 12"OC. SON. TOTAL LOAD = 45.0 PSF 6-11=(-236) 206 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BEG REQUIRED BEG AREA NOTE: 2x4 BRACING AT 29"OC SON. FOR LOCATIONS REACTIONS REACTIONS SIZE S IN. ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 POE LIMITED STORAGE Q. (SPECI25) 0'- 5.0" -143/ 966V -408/ 325H 5.50" 1.55 KDDF ( 625) NO `--- LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 20'- 5.0" -143/ 919V 0/ OH 5.50" 1.47 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 POE. .. For hanger specs. - See approved plans 0-098.(®-�501 OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. 6-11-01 0-04=01 13_01-15 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 f f f fMAX LL DEFL = 0.020" @ 8'- 3.9" Allowed = 0.650" MAX TC PANEL TL DEFL = 0.067" @ 3'- 2.1" Allowed = 0.654" 6-01-12 0-09-05 6-03-09 6-01-01 T f f f f f MAX HORIZ. LL DEFL = -0.005" @ 20'- 3.2" 1212 MAX NORIZ. TL DEFL = 0.007" @ 20'- 3.2" e.00 p M-4x6 34 ::'M-6x6 Q 8.00 144p111111111111111111f-3x4 A . Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=26.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, M-3x9 Truss designed for wind loads 1 °llIl II in the plane of the truss only. + M-3x9 r _i 0 I Le-, I CD I . r /- L g k. g ^p 11 •"12 M-1.5x3 M-3x8 0.25" M-3x4 M-1,5x3 M-5x6(5) y y 6-00 2-03-15 y 6-03-09 y 5-09-09 y \5* .C.0 . GIN4614:.9 y 20-05 89200PE mac" JOB NAME : NRT FRENCH 5 PLEX WITH STEP - IHl f/J Scale: 0.2031 WARNINGS: GENERAL NOTES, unless etherMse noted: OREGON,�,_/ Truss: I H 1 1.Bolder and erection contractor should be advised of all General Notes 1.This design la based only upon the parameters Movm end la for en individual * �le and Warnings before construction commences. building component.Applicability of design parameters and proper ♦tri. , 2.2.4 compression web bredng must be metalled where shown.. Incorporation of component Is the responsibility of the building designer. rl+,,'` 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chorda to be laterally braced at r✓^ (,, 2` (.y""�` Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and et 10 o c x50011 Ce plywood unless braced throughout their length by C_ DATE: 6/18/2016 the overall structure is the responsibility Mare building designer. contlnuaus sheathing such as sheathing(%)and/or drywaMBC) <.1i1 �R R I L�- Y 3.2a Impact bridging or lateral bracing required Mere Mown 00 SEQ.: K2 0 9 2 2 7 5 4.No bad should be applied to any oomponenl until ager all bracing and 4.Installation of trust Is the responsibility of the respective contractor. fasteners ere compete and et no time should any loads greater than 5.Design assumes trusses are to be used ins noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and.re ror^dycantlnbn of use. 5.Campania hes no control over end assume.no responsibility for the 0.Design aawmes NN bearing et all supports Mown.Shim or wedge if EXPIRES: 12/31/2017 fabrication,handling,shipment and Installation of components. ry' 7.Desigd. S.This design Is famished subject to the limitations set forth by 8.Platesn nshal be locattedassumesuonaboth f%drainaMs of trussIs , placed so their center June 20,2016 TPIANrCA In SCSI,copies of which v,A be furnished upon request. tines colndde with joint center inc.I MiTek USA,Inc./COmpuTrus Software 7.6.7(1 L}E 9.Digits Indicate size of plate in Inches. 10.For bask connector plate design values see ESR•1311,ESR•1088(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 9.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2-6=(-211) 320 7-6=( 0) 30 SPACED 24.0" O.C. 2-3=(-502) 417 7-8=(-160) 243 6-3=( 0) 63 BC: 2x4 KDDF #16BTR 3-4=(-457) 467 3-8=(-258) 172 WEBS: 2x4 KDDF ST6NDR LOADING 4-5=( -94) 70 8-4=(-458) 369 2x4 KDDF STAND A;; 2x9 KDDF STUD B LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF DL ON BOTTOM CHORD = 10.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -47/ 454V -212/ 370H 5.50^ 0.73 KDDF ( ) 6'- 9.5" -214/ 513V 0/ OH 5.50" 0.82 KDDF ( 625) OVERHANGS: 12.0" 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 9.9" -68/ 91V 0/ OH 1.50" 0.15 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR 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. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 3-11 5-10-15 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" ,r fMAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" 5 -1 MAX LL DEFL = -0.044" @ 3'- 9.8" Allowed = 0.211" MAX TL CREEP DEFL = -0.051" @ 3'- 9.8" Allowed = 0.317" MAX HORIZ. LL DEFL = 0.128" @ 6'- 9.5" MAX HORIZ. TL DEFL = 0.140" @ 6'- 9.5" M-1.5x3 Design conforms to main windforce-resisting system and components and cladding criteria. 12 Wind: 140 mph, h=25.9ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 12.00 17 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di r), load duration factor=l.6, 41 End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x4 N O ti 0 NgM-3x9AtI1IIM. I 0 NJlnmimmmi:W Al • M-33c4 8 M-4x6 M-3x5 J. l J. J• 3-09-04 3-00-04 0-05-08 �1Q`'E0 pRQi J, l y J. olp 1-00, 3-07-08 6-02-0;7, y c,; <(/-rc;AGIN' 'S� /0 7-03 2-06-15 /` 17 T 'PROVIDE FULL BEARING;Jts:2,8,5 I , :9 2.00 E (-- JOB NAME : NRT FRENCH 5 PLEX WITH STEP - J5 Scale: 0.2576 -- ill Cr WARNINGS: GENERAL NOTES, unless otherwise noted. -proper sr OREGON t�[/a 1.Seeder and erection contradorsieuld be advised of al General Notes 1.Thla deing sign Is ms orient only yupon the y Itlaalgntst.shown and is for a individual 74'' �l .`1"v Truss: J rJ and Warnings before con dsg lonmust commences. mcorporellon of component is the responsibility of the building designer. <^.'r' Y 14 2,�7 i�"".... 2.2a4 compression web bracing must ba installed where Mown.. 2.Design assume.the lop end bottom dards to be laterally braced et "��✓/ Y' 3.AddNlenel temporary bracing to Insure siaBI y during construction 2'o.c.and et 17 o.c.respectively unless braced throughad their length by t I.the roaponsihilty of tiro erector.Additional permanent bracing of lel continuous sheathing such as ptywaad aheelhing(TC)and/or drywa8(BC). .. A y. DATE: 6/18/2016 the overall atructers le the reepunsibiny of the building designer. 3.2a Impad bridging or lateral bracing required where shown a+ SE K2 0 9 2 2 7 6 4.No road should be applied to any component until after all bradng and 4.Installation of een la Me eaponsbslty of the respective contractor. 4•• fasteners are complete end at no time should any loads greeter than 5.Design assumes teems ere to be used M a noncormske envbonm.m, deign loads be applied to any component. end ere for"dry condition"of use. TRANS ID: LINK 8.Design assumes MIbeanngeI laupporushown.Shim orwedge if EXPIRES: 12/31/2017 B.CompuTM hes no control over and assumes no reaponsildley for the necessary, fabrketlnn,handling,shipment and Installation of components. 7.Design assumes adequate drainage Nprovided. June 20,2O 16 8.This design Is furnished trebled to the limitations set forth by 8.Plates shall be bated on both facet o1 truss,end placed so their center TPNNfCA in SCSI.copiss of which wig be fumish•d upon request B.Ines.coincide lncidro with r size of plate ellilines. nes MITek USA,Ina./CompUTrus Software 7.6.7)1L)-E II.For basic connector plate design values see ESR-1311,ESR-1988(MITsk) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN B'- 5.9" IBC 2012 MAX MEMBER FORCES 9WR/DDR/Cpl=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: .2x4 KDDF #I&BTR SPACED 29.0" O.C. 1-2=( 0) 89 2-6=(-220) 328 7-6=( 0) 30 WEBS: 2x9 KDDF #1&BTR C; 2-3=(-929) 353 7-8=(-167) 249 6-3=( 0) 63 3-9=(-384) 405 3-8=(-262) 176 2x9 ROOF STAND A; LOADING 2x4 KDDF STUD B LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 4-5=( -65) 31 8-4=(-922) 353 DL ON BOTTOM CHORD = 10.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD BC LATERAL SUPPORT <= 12"OC. UON. = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" •LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -49/ 457V -192/ 338H 5.50" 0.73 KDDF ( 625) 6'- 9.5" -191/ 965V 0/ OH 5.50" 0.79 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'- 5.9" -32/ 27V 0/ OH 1.50" 0.04 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ++ For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. }COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. 3-11 4-06-14 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/290 MAX TLM MCREEP DEFL = -0.003" @ -L'- 0.0" Allowed = 0.1100" 5 MAX LL DEFL = -0.045" @ 3'- 9.8" Allowed = 0.211" MAX TL CREEP DEFL = -0.053" @ 3'- 9.8" Allowed = 0.317" M-1.5x3 MAX HORIZ. LL DEFL = 0.132" @ 6'- 9.5" 9 MAX BORIZ. TL DEFL = 0.149" @ 6'- 9.5" 12 Design conforms to main windforce-resisting system and components and cladding criteria. 12.00 17 Wind: 140 mph, h=29.7ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.O, MWFRS(Dir), load duration factor=l.6, M-3x9 End vertical(s) are exposed to wind, 3 M Truss designed for wind loads 4rrI in the plane of the truss only. 0 I 1o o AA1L6 n1 N o I M-3x4 t N J M-31:4 B.+ M-3x5 M-4x6 J, l yy 3-09-04 3-00-04 0-05-08 l l 1 l 'IOD P f QF sc$1 1-00, 3-07-08 4-10-06 7-03 1-02-14 c.`' G' E�� /p1`. 'PROVIDE FULL BEARING;Jts:2,8,5 -l•� `t 89200PE re JOB NAME : NRT FRENCH 5 PLEX WITH STEP - J6 Scale: 0.2807 • , I�p WARNINGS: GENERAL NOTES, unless otherwise noted: ♦ 'IA- CC Truss: J6 1.Builder and eredancontredor should beadvised oralGeneral Notes 1.This design is based only upon the parameters shown and is far an individual ' ' -A OREGON 1 to and Wamige before consirudlon commences. building component.Applicability of design parameters and proper 7 OREGON AL W 2.2s4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. .rlf r'y� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chortle to M laterally bread et e M A 2 "�^ Is the responsibOty of the erector.Addnfonal permanent bracing of 7 o c.and at 1 O a c napectHely unless braced throughout their length by 1 V i(�,�'f.. DATE: 6/18/2016 me overall structure lethe ra continuous sheathing such as plywood Meething(TC)and/or drywall(BC). �R �� z, responsibility of the building designer. 3.Di Impact bridging or lateral bracing required where shown++ SEQ.: K2 0 9 2 2 7 7 4.No load should be applied to any component until after all bracing and A Installation of truss Is the responsibility of the reapectNe contractor. fastenera are complete and al no time should any loads greater than 8.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID: LINK design loads be applied many aamponem. and are for"dry condition'Muse. 5.Compolrue hes no control over and eswmee noresponsibility for me 6.Design assumesfullbearing al Cl supports Mown.Shim or wedge it EXPIRES: P'R / 1/20 t 7 fabrication.Mndling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. El This design Is lumished subject to the limitations set forth by 8.Plates Shan be located on both faces of Inns,and placed w their center June 20,2016 TP WVTCA In BC51,copies of whish will be Swished upon request. tins coincide with joint center lines. MITek USA,Inc./CompuTrus Software 7.6.7(1LEE 9.Digits indicate size of plate In Indu.. 10.For bask connector plate design values we ESR-1311,E5R-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC TRUSS SPAN 7'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER 4PECIFI#A1IONS 1-2=( 0) 84 2-6=(-231) 350 7-6=( 0) 30 TC: 2x4 KDDF #11TR LOAD DUSPAIED INCREASE. . O.C.C 1.15 2-3=(-416) 283 7-8=(-176) 266 6-3=( 0) 63 BC: 2x4 RODE #1TR SPACED 29.0" O 3-4=(-370) 334 3-B=(-263) 172 WEBS: 2x4 RUDE ST&8NDR{ LOADING 4-5=(-110) 14 8-4=(-325) 354 2x4 RUDE STAND A LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF TC LATERAL SUPPORT 4= 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: 12.0" 8.2" LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -51/ 450V -180/ 338H 5.50" 0.72 KDDF ( 625) 7'- 3.0" -199/ 450V 0/ OH 5.50" 0.72 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP IC OND. 2: Design checked fox net(-7 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360r 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" 3-11 4-00-03 MAX LL DEFL = -0.038" @ 3'- 9.8" Allowed = 0.211" 5 f .� MAX TL CREEP DEFL = -0.044" @ 3'- 9.8" Allowed = 0.317" 6 -I MAX LL DEFL = -0.001" @ 7'- 11.2" Allowed = 0.045" MAX TL CREEP DEFL = -0.002" @ 7'- 11.2" Allowed = 0.068" M-1.5x3 MAX HORIZ. LL DEFL = 0.110" @ 6'- 9.5" 4 MAX HORIZ. TL DEFL = 0.120" @ 6'- 9. 12 Design conforms to main windforce-resisting 11111 11 1111 system and components and cladding criteria. 12.00 Wind: 190 mph, h=24.4ft, TCN=6.O,BCDL=6.0, ASCE 7-50, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x4 load duration factor=l.6, 3 End vertical(s) are exposed to wind, N Truss designed for wind loads �f II in the plane of the truss only. 0 I AM 4 m O L) 0 1 M-3x4 1 N ri O 3l- iel� I M-33c4 M-4x6 M-3x5 y y yy �yry 3-09-04 3-00-04 0-05-08 �V PRQp y y y y 1-00 3-07-08 4=03-11 1' 1' ��`�'�.�NCji1N, 'i'' 4'/© .. 7-03 0-08-03 11 89200PE <" JOB NAME : NRT FRENCH 5 PLEX WITH STEP - J7 ;� �' Scale: 0.2917 WARNINGS: GENERAL NOTES, unities otherMee noted OPIEGON �iC/ I.Builder and erection contractor should be advised of aI General Notes 1.This design Is based only upon building component.Applicability the design parameters parametersnd is for an andproper Individual n 4 Truss: J7 and Wamings before constrvctbn commences. incorporation of component is the responsibility of the building designer. �'� -�4, (��� (� 2.2s4 compression web bracing must be Walled where Mown•. 2.Design assumes the top and bottom chords to be laterally braced at Q 4" 3.Additional temporary bracing to neuro stability during construction F o.c.and at td o.c.respectively unless braced throughout their length by � C.j ` lel Is the reeponslblEy of the er•otor.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywaA(BC). !l l.. DATE: 6/18/2016 the overall structure Is the reeponsiblity of the building designer. 3.24:impact bridging or lateral bracing required where crowns 0 S E K2 0 9 2 2 7 8 4.No load should be applied to any component until after all bracing and 4.Installation of Wee Is the responsibility of the respeclNe contractor. 4• fasteners are complete end at no time should any loads greeter then 5.Design assumes busses are to be used in a non-corrosive environment, design bads be applied to any component. and are foruera full bearing of use. EXPIRES; 12/31/2017 TRANS D. LINK G.necessary.mss full bearing et ell euppons shown.Shim or wedge 11 5.CampuTrue Ms no control over ens aasumee no responsibility for the necoasary. febrbelon,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. June 20,2016 6.This design Is furnished sub)50 to the limitations set font by 8.Plates coincidewith located on Joint center lines. ifaces of Was,and placed eo their center TpWJICA In SCSI,copies of which vAA be fumhhed upon request. En9.1198.Indlnste else)of piste In inches. MiTek USA Inc./CompuTrus Software 7.6.7(1L)-E 1o.For bask connector plate design values see ESR-t341.ESR-19ee(MITch) This design prepared from computer input by LUMBER SPECIFICATIONS Pacific Lumber and Truss-BC TC: 2x4 KDDF #1TBTR TRUSS SPAN 7'- 3.0" BC: 2x9 KDDF 01&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 9 /Cq=1.00 WEBS: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 1-2=( 0) 89 2-5=(-138) 184 3-5=(-476) 480 2-3=(-963) 424 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 3-9=(-110) 14 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD= 10.0 PSF BEARING OVERHANGS: 12.0" 8.1" TOTAL LOAD = 45.0 PSF MAX VERT MAX BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -53/ 461V -170/ 318H 5.50" 0.74 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 3.0" -196/ 484V 0/ OH 5.50" 0,77 KDDF ( 625) ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/290 7-11-02 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" 4 MAX LL DEFL = -0.001" @ 7'- 11.1" Allowed = 0.045" MAX TL CREEP DEFL = -0.002" @ 7'- 11.1" Allowed = 0.068" MAX TC PANEL LL DEFL = 0.586" @ 3'- 4.3" Allowed = 0.613" M-1.5x3 MAX TC PANEL TL DEFL = -0.600" @ 3'- 8.2" Allowed = 0.919" MAX HORIZ. LL DEFL = 0.002" @ 6'- 11.2" MAX HORIZ. TL DEFL = 0.002" @ 6'- 11.2" 12 Design conforms to main windforce-resisting 12.0017 system and components and cladding criteria. Wind: 140 mph, h=24.4ft, TCDL=6.0,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, ,-) Truss designed for wind loads in the plane of the truss only. 0 m 0 etfA o - } I / 5 1 M-3x4 M-1.5x3 1- 1 1-00 7-03 0-08-02 ����n P :4196> ' G I ,..oz :92O0P fit" JOB NAME : NRT FRENCH 5 PLEX WITH STEP - J8 .0 0.'' Scale: 0.3719 • WARNINGS: ^ w 1 Butler...motion contractor should be advised of all General Nates GENERAL NOTES, unless upon dhhe par noted' . Truss: J8 edWamingsbekr000nsictorshruction shoulnces.d 1.This design is based only the parameters shown andkforanindividual 7 - OREGON building component.Applicability of design per meters and proper 2.2a4 compression web bradng must be Installed where shown e. Incorporation of component la the responsibility of the bulking designer. 10.a 3.AddAlonal temporary bracing to Insure stability during construction 2.Design resumes the top and bottom chords to be laterally braced al '�/� -T j"' y A n `��� DATE: 6/18/2 016 Ia Ins roaponsiblAty of the erector.gtldMlonal permanent bracing of 7 o e ed at 10 on.reepectNely unless brad throughout their length by "�'/ A Y' L me overall dructuro Is the reaponsiblley of the bulltling designer continuous siwathing such as plywood sheethmg(7C)andhrr drywe8(Bc). r SEQ.; '2092279 4.Na betla count be applied to any component unlllasrall bracing 3.2.Impact bridging or lateral bradng required nope shown*s �R'1 fasteners ars complete and el no time should an loads and 4.Design of truss Is es responsibility of the respective contractor. R II- DATE: I D: LINK design pada be applied to an y greeter than 5.Desiar aor"dryaousae are u be used Be non o rostye environment, y component. and ars for"dry oondebn"of use. 5.compuTNs hes no control over and assumes no responsibility for the 8.Design assumes NA bearing at all supports shown.Shim or wedge if fabllwlIon,handling,shipment and Installation of componerta. ry' EXPIRES: 1I'A�ry /Iy/'t1 7 8.This design Si furnished subject to the limitations eat forth by 8.Plats shag be locate7.Design assumes d on both leeeesate drainage io s trrues,eand placed so their center .I L 3 G ll TPVWtCA In BCSI,copies of whkh WI be fumiahed upon request. Anes coindde with joint center linea. June 20,2016 MITek USA Inc./CompuTrus Software 7.6.7(1 L}E 5.Digits indicate alas of piste in Inches. 10.Per basic connector plate design values see ESR-7311.ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TRUSS SPAN 7'- 3.0" 1_2=( 0) 89 2-5=(-186) 176 3-5=(-210) 222 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 2-3=(-235) 229 TC: 2x4 KDDF #14BTR SPACED 24.0" O.C. 2-3=( 0) 0 BC: 2x4 KDDF ST WEBS: 2x4 KDDF STANDARS LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD= 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -117/ 435V -45/ 126H 5.50" 0.70 KDDF ( 625) OVERHANGS: 12.0" 0.0e LL = 25 PSF Ground Snow (Pg) 7'- 3.0" -17/ 139V 0/ OH 5.50" 0.22 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL a. For hanger specs. - See approved plans REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 7OND. 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/290 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" 3-11-11 MAX TC PANEL LL DEFL = 0.007" @ 1'- 4.0" Allowed = 0.226" MAX BC PANEL TL DEFL = -0.095" @ 3'- 6.6" Allowed = 0.415" 4 -/ MAX HORIZ. LL DEFL = -0.002" @ 6'- 11.6" MAX HORIZ. TL DEFL = -0.002" @ 6'- 11.6" 12 12.00 Design conforms to main windforce-resisting M-1.5x3 system and components and cladding criteria. 3 Wind: 140 mph, h=22.4ft, TCDL=6.0,BCDL=6.0, ASCEF7-(0, (All Heights), Enclosed, Cat.2, Exp.B, ), load duration factor=l.6, h' End verticals) are exposed to wind, Truss designed for wind loads cI in the plane of the truss only. . c oI mr1 O s- ul,lir I O 5 O M-3x9 M-1.5x3 l y 1-00 y 7-03 00 PROPeScS' a9200PE r JOB NAME : NRT FRENCH 5 PLEX WITH STEP - J9Scale: 0.5518 -11W OREGON <v' 1.Builder GENERALdesign NOTES, unlessotherwisethe pe m.te 'M7 y` 1 1.Bugder and erection contndor should be advised of sl General Nates I.This design la basad oMy upon(M parameters shown and Is bran Individual 7 i^ `^'� building component.Applicability of design parameters and proper " /Q /y �+r Truss: J 9 and Warnings before construction commences. Incorporation of component la the responsibility of the building designer. 14 L Iy,,e 2.244 compreWon web bredng must be Installed where shown*. 2,Design assumes the top and bottom chorda to be laterally braced al /(„ ' 3.Additional temporary bracing to Insure stability during construction T rye.and el 10 e c reapa06 unless braced Ihrougho0 Chair lengm by _ 'illi("�'1 �„ is the responsibility of the erector.Additional permanent bracing of continuous aheettng such ee plywood sheething(TC)and/or drywel(BC). +•• !-] L DATE: 6/18/2016 the overall structure is the reeponsibilfty of the building designer. 3.2i Impact bridging or Mterel bredng required where shown*5 4.Na bba ad should be applied to any component until after all bracing and 4.Installation of se Is the responsibility of the respective contractor. SEQ.: K2092280fasteners ere complete and atnotime ahoaldany loads greeter then 5.DeaenassumaaW...;aetebeusedInanon< environment, C and are for"dry condition"of use. EXPIRES: 12/31/2017 TRANS I D• LINK design bads be applied to any component. 6.Design assumes Ng bearing at al supports shown.Shim or wedge if EX RE 5.CompuTnn hes no control over and assumes no responsibility for the neccoary. June 20,2016 f , farbending,shipment and Inatallatbn of components. 7.Design h aumsa adequate drainage Is provided. 6.This design is Nmished subJed to the Nmltatlans set forth by 8.Plates shag be bated on both faces of truss,and placed so their center TPINOTCA In SCSI,copies of which'Abe furnished upon request. lines coindde adth Joint anter lines. 9.Digit.Indicate size of piste In Inches. MiTek USA,Inc./CompuTnos Sothaare 7.6.7(1 L)-E 10.For basic connector plate design values sea ESR-1311,ESR-1988(MITek) This design prepared from computer input by LUMBER SPECIFICATIONS Pacific Lumber and Truss-BC TC: 2x4 KDDF #16BTR TRUSS SPAN 3'- 7.5" LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 C: 2x9 KDDF #lg BTR 1-2=( 0) 37 2-9=(0) 0 SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. 2-3=(-50) 23 BC LATERAL SUPPORT <= 12"0C. UON. LOADING LL( 25.0)+DL( 10.0) ON TOP CHORD= 35.0 POE DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ OBRGNS SQ.IN. TOTAL LOAD= 45.0 POP 0'- 0.0" -45/ 342V 0/ (SPECIES) 4OH 5.50" 0.55 KDDF ( 625) 3'- 4.7" 0/ 43V 0/ OH 5.50" 0.07 KDDF ( 625) LL = 25 POE Ground Snow (Pg) 3'- 7.5" -44/ 100V 0/ OH 1.50" 0.16 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9.00 v IrOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. 1 BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.011" @ 2'- 1.4" Allowed = 0.189" MAX TC PANEL TL DEFL = 0.010" @ 2'- 1.4" Allowed = 0.283" MAX HORIZ. LL DEFL = -0.000" @ 3'- 6.8" MAX HORIZ. TL DEFL = -0.000" @ 3'- 6.8" 3 -! Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat,2, Exp,B, MWFRS(Dir), load duration factor=1.6, At r End vertical(s) are exposed to wind, O Truss designed for wind loads to in the plane of the truss only. 0 I .-1 N /- ,-o ti I _ _ M O I f- 1 _ O 2LX` .- f 4 X M-3x9 1 1 1-00 3-07-08 1 'PROVIDE FULL BEARING;Jts:2,4,3 ,s,,cgu rt,fliE0:4,6,,,,.0/ • 89200PE 11reJOB NAME : NRT FRENCH 5 PLEX WITH STEP - T1 Scale: 0.8761 WARNINGS. GENERAL NOTES, unless otherniso noted' ra Cr Truss: T 1 1.Builder end erection contrador should be advised of aN General Notes 1.This design Is based only upon the ~ .OREGON w/ and Warnings before construction commences. build) parameters Mots end Is for an individual +Y� v 2.204 compression web bran component.A neat islth of design penmelan and proper 7 g mud be Installed Where shown�, Incorporation of component the responsibility of tire building designer, a 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chorda to be laterally braced at '�/� -T A fl �� DATE: 6/18/2016 Is the roaponslbl/1y of the erector.Additional permanent bracing o! 2'o.c end at to o.c.respectively unless braced throughout Meir length by "�/ `t L the overall structure Is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)end/or drywall(BC). SEQ.: K2092281 4.Noloadehoeldbeappliedtoanyoomponentanteafteraebran 4.to2tmptdbodgingorthterelpredngryoftherespe shown t♦ 1-k - DATE: are complete and el no time should anybadeend 4.Design oftmssIe the nstonsiblllty of the respective contractor. TRANS ID: LINK daenleadsbeapleteaed to component. greater than s.Dsignassumestrusses aretobeused Inanon-corroeroeenvironment, y co ponent. and are for'dry condition"of use. H.CumpuTns has no control over and assumes no responsibiley for the 8.Design assumes Ne bearing at ell supports shown.Shim or wedge If fabdcstion,handling.shipment and installation of components. ssCesEXPIRES: 12/31/2017 hare. 8.This design is furnished subject to the limitations sat forth by 8.Plate 7.Design assumes adequate drainage is provided. TPI/WlCA In SCSI,copes of which v19 be furnished upon request. Nnas s Meg be baled on both lace"of haat,and plead as their anter June 20,2016 Po coincide with joint center linea. MITek USA,Inc./CompuTrue Software 7.6.7(1 L}E 9.Digits malate size of plate In Intoes. 1&For basic connector plate deeign values see ESR-1311.ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TRUSS SPAN 1'- 4.0" 1-2=(-22) 95 2-9=(0) 0 LUMBER 4PECIFICATIONS LOAD DURATION INCREASE = 1.15 1-2=(-22) 31 TC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. BC: 2x9 KDDF #1&BTR TC LATERAL SUPPORT <= 12"OC. UON. LOADINGLL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 95.0 PSF 0'- 0.0" -65/ 291V -9/ 37H 5.50" 0.47 KDDF ( 625) OVERHANGS: 9.0" 0.0" 1'- 1.3" -61/ 28V 0/ OH 5.50" 0.04 KDDF ( 625) 12 LL = 25 PSF Ground Snow (Pg) 1'- 4.0" -20/ 22V 0/ OH 1.50" 0.09 KDDF ( 625) 7.00 17. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1 REQUIREMENTS OF INC 2012 AND IRC 2012 NOT BEING MET. kOND. 2: Design checked for net(-7 paf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.001" @ 0'- -9.0" Allowed = 0.075" MAX TL CREEP DEFL = -0.001" @ 0'- -9.0" Allowed = 0.100" MAX TC PANEL LL DEFL = -0.001" @ 0'- 9.2" Allowed = 0.056" MAX TC PANEL TL DEFL = -0.001" @ 0'- 9.2" Allowed = 0.089" MAX HORIZ. LL DEFL = 0.000" @ 1'- 3.2" MAX HORIZ. TL DEFL = -0.000" @ 1'- 3.2" Design conforms to main windforce-resisting system and components and cladding criteria. 01/ � Wind: 140 mph, h=19.6ft, TCDL=6.O,BCDL=6.0, ASCE CEF7 10,(All Heights), Enclosed, Cat.2, Exp.B, ir), load duration factor=l.6, End verticals) are exposed to wind,Truss designed for wind loads in the plane of the truss only. Io I fo I o f 14 -/ I, REa RNR©,C�.� VA y 0-09 1-04 y �GJ � IC �© (PROVIDE FULL BEARING;Jts:2,4,344 892O0PE 5rr' .y JOB NAME : NRT FRENCH 5 PLEX WITH STEP - L1 J�/. --a Scale: 1.0818 1� �� ... 1.B WARNINGS: O.m:edLNOTsb, urlyupotherwlae n the parameters "� OREGON lti 1.and Wand erection contrectof on ao,be advised of el General Notes t'building arnWneMd AApppllicability 1 design parameters and proper Indlvldual \ A.- Incorporation Truss: Ll and Warnings heron construction commences. Incorporation of component Is Me responcbddy of the building designer. LIQ 14 2.284 compression web bredng must be Metalled where ehovm+. 2.Design assumes Ihe top and bottom chord•to be laterally braced at 3.Additional temporary bracing to insure stability during construction 2 o.c.end et id o e reapedNely anlsea broad IhrougheH melt length by "'e/ •L`]('1 1�� is me responsibility of the erector.Additional permanent bracing of oontinuou•sheathing such as plywood sheathing(TC)and/or drywaf(BC). d'7!l 1 DATE: 6/18/2016 me overall structure Is the responsibility of the building designer. 3.25 Impact bridging or lateral bracing required where Moven++ bed 4.Na should be applied to any component untilntt eller all bradng and 4.Installation of truss I•the respnndbdky of the reaps Uva conked°, SEQ.: K2092282 fasteners are complete srtd at na time ehould any toads greaten then 5.Ee&gfl sesame.ttUs..e an.N be used 65 r,on.comn,iaseflVlrnflment. and are for"dry condition"of use. EXPIRES:t':l�: 12/31/2017 TRANS D. LINK design beds be applied to any component. S.Designassumes full bearing et ad supports Mown.Shim or wedge if GAPIRCS 5.CompuTM has no control over and assumes no nebllly for the necessary. June 20,2016 fabrication,handing.shipment end Installation oft components. N onents. 7.Design assumes adequate drainage provided. 8.This design R furnished subject to the limitations set forth by 8.Plates Meg be located an both feces of truss,and placed so their center TPLWTCA in SCSI,coplas of which will be furnished upon request. Ines cdndde ankh joint center lines. 9.Digits Indicate*Re of plate in Rohe*. MITek USA,Ino./CompuTrus Software 7.6.7)1L)-E 10,Far beck connector piste design values see EBR-1311,EBR-1985(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 9-08-00 GIRDER SUPPORTING 38-00-00 TC: 2x4 KDDF #1fiBTR; IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 2x6 KDDF #ls BTR T2 LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( -92) 96 6- 7=(-680) 4676 1- 6=( -70) 154 4- 8=(-232) 162 BC: 2x6 KDDF #1fiBTR 2- 3=(-600) 580 7- 8=(-680) 4676 6- 2=( -232) 162 8- 5=( -70) 154 WEBS: 2x4 RIDE STAND LOADING 3- 4=(-600) 580 6- 3=(-5412) 780 LL = 25 PSF Ground Snow (Pg) 4- 5=( -92) 96 7- 3=( -692) 4360 TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 9'- 8.0"'V TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 450.0)+DL( 380.0)- 830.0 PLF 0'- 0.0" TO 9'- 8.0" V 3- 8=(-5412) 780 BC LATERAL SUPPORT <= 12"OC. UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x9 BRACING AT 29"OC DON. FOR REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -757/ 4681V -2000/ 2000H 5.50" 7.49 RIDE ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED 9'- 8.0" -757/ 4681V -2000/ 2000H 5.50" 7.49 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN VERTICAL DEFLECTION LIMITS: LL=L/240, 80 nails staggered: MAX LL DEFL = -0.032" @ 4'- 10.0" Allowed = 0.438" 9" oc in 1 row(s) throughout 2x4 top chords, MAX TL CREEP DEFL = -0.071" @ 4'- 10.0" Allowed = 0.583" 9" oc in 2 row(s) throughout 2x6 top chords, 6" oc in 2 row(s) throughout 2x6 bottom chords, MAX HORIZ. LL DEFL = -0.010" @ 0'- 5.3" 9" oc in 1 row(s) thr�u�t1ouu12x4 webs. MAX HORIZ. TL DEFL -0.017" @ 0'- 5.3" 7-08-10 0-11-11 0-11-11 3-10-05 3-10-05 0-11-11� ICOND. 3: 2000.00 LBS SEISMIC LOAD. T f f . f Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 127 12.00 cl 12,00 Wind: 140 mph, h=29.3ft, TCDL=6.0,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads M-4x6 M-4x6 in the plane of the truss only. M-4x10 M-1.5x3 3 � QM-1.5x3 1 � tr M O M N O O N ry ® O 1111111111.11.1111 IMI otmle M-8x8 M-4x8 ==.1,4-8x8 y >L 5 4-10 4-10 l 9 oa y "<<'' C) PROFtt' 414 17 :9200PE r' JOB NAME : NRT FRENCH 5 PLEX WITH STEP - YH1 .Scale: 0.3908 "WARtlINGS. GENERAL NOTES, unless otherwise noted: ♦4.1"'"i'4.°.- Truss: YH 1Iit .Boder and erection oonhactor should be advised of a8 General Notes t.Tha design C based only upon the peremetere Mown and Is for en Individual 72. OREGON t,„ "41,14/ 'i - and Warnings before construction commences. building component.Applicability of design parameters and proper ,� 4. �L✓ 2.204 compression web bracing must be installed where shown v, Incorporation of component is the responslblity of the building deRgner. /F ` 3.Additional temporary bracing b insure stabitty during construcbnn 2 Design assumes the top and bottom e..braced be laterally braced eat n �O -7 y A f1�� �.Yla, Is the responsibility of the erector.Adtlftlonel permanent bracing of 2 As and at sheathing a.c.respectively uMese braced throughout their length by 'Y 1` 4 {]- DATE: 6/18/2016 he overall structure Is the responsibility of the building designer. continuous dgingor such as eplywooddog sheathing TC)and/or tlrywwll(BC). 111 � �� [J 3.2t Impact bridging or lateral bradng required where Mown 05 {` SEQ.: K2 0 9 2 2 8 3 4.Na load should be applied to any component until after an bredng and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and et no time should any loads greater than 5.Design assumes trusses are to be used In a noncsrroshe environment, TRANS ID: LINK design loads beaddled to any component. end ere tar dry nond6on of use. 5.EemWTma has no control over and assumes no responsibility for the 6.De assumes NI bearing at ail support.shown.Shim or wwtlge if EXPIRES: 12/31/2017 fabrication,handling,shipment end installation of components' 7.Design assumes adequate drainage is provided. S.This design is furnished subject to the limitations set todh by 8.Plates ahal be lowed on both faces of truss,and placed so their center June 20,2016 TPUWTCA In SCSI,oodles of which will be furnished upon request. Ines coincide with joint center Ines. Wok USA,Inc./Compnlrus Software 7.6.7(114-E 9.Digits indicate We of plate In inches. 10.For baste connector plate design values see ESR-7371,ESR-t 988(NITRO This design prepared from computer input by Pacific Lumber and Truss-BC TRUSS SPAN 2'- 4.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS 1-2=( 0) 45 2-4=(0) 0 TC: 2x4 KDDF #16BTR LOAD DURATIED I2CR0ASE C 1.15 2-3=(-52) 24 SPACED 29.0" O.C. BC: 2x4 KDDF #1fiBTR TC LATERAL SUPPORT <= 12"OC. UON. LOADING 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 = 15.0 POP BC LATERAL SUPPORT <= 12"OC. UON. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 95.0 PSF 0'- 0.0" -42/ 257V -13/ 48H 5.50" 0.91 KDDF ( 625) OVERHANGS: 9.0" 0.0" 1'- 10.9" -25/ 46V 0/ OH 1.50" 0.07 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 4.0" -4/ 20V 0/ OH 5.50" 0.03 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.001" @ 0'- -9.0" Allowed = 0.075" MAX TL CREEP DEFL = -0.001" @ 0'- -9.0" Allowed = 0.100" 1-11-11 MAX BC PANEL LL DEFL = 0.001" @ 1'- 1.7" Allowed = 0.071" f f MAX TC PANEL TL DEFL = -0.001" @ 1'- 2.9" Allowed = 0.159" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 12 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 7.00 Design conforms to main ie system and components and cladding criteria. Wind: 140 mph, h=19.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, -� Truss designed for wind loads in the plane of the truss only. p O • .y in o c , [ 010111111111/1111.- 11 �4 / M-3x9 0-09 2-09 'PROVIDE FULL BEARING;Jts:2,3,9 I ' "0 P R„p • 44•F 17 'r' 89200PE <' JOB NAME : NRT FRENCH 5 PLEX WITH STEP - L2J1 AgOPP Scale: 0.6838 le WARNINGS: GENERAL NOTES, unless etheredse noted OREGON Crrt 1.Builder and erection contractor should be advised of a8 General Notes 1.Tits design Is based only upon the parameters Moven and Is for an individual yy /� Truss: L2J1 and w minga bead.cid ewdlon aommencee. building oomponem.Applicability of design peremetera and proper ����QQQJ �(� .`y 2.204 compression web bracing must be Installed where shown a. Incorporogon of component is the responsibility of the building designer. ��:4 Y 1 q, `s �y,i 7.Design assumes • the top ant bottom ctrords to be laterally bread at CJ.C- 3.Additional temporary bracing to Insure stability during construction 2 o.c.and et 10 o.c,reepedNa6 unless braced throughout their length by �" �'��.�J is the reeponnbility of me erector.Additional permanent bracing of continuous sheething such as plywood sheathing(TC)and/or dryweR(BC). DATE: 6/18/2016 the overall structure ts the responsibility of the building designer. 3.Dt Impact bddging or lateral bracing requhed where Mown a• 4.No lead should be applied to any component unto after all bracing and 4.Installation of truss is the responsibility of the reapective contractor. SEQ.: K2 0 9 2 2 8 4 fasteners are complete and at no time should any loads greater than N.Design assumes trusses are to be used in e non-corrosive enmrenment, and are for"dry condnon^of use. TRANS ID• LINK design bads be applied to any component. 8.Design assumes mg bearing at all supports shown.Shlmorwedge II EXPIRES: 12/31/2017 G CompuTnn hes no control over end sesames no responsibility for the necessary. fabrication,handung.shipment and Installation ofcomponents. 7.Design assumes adequate drainage is provided. June 20,2016 8.This design is furnished subfed to the limitations set forth by 8.Pass abeldb located on joint on both ter faces of truss,and placed so their center TPLMltCA in BCSI,copes of which AI be furnished upon request, lines Digits Indicate size of plate In Inches. MITek USO,Inc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector Ode design values see ESR-1311,ESR•1888 Mick) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TC: 2x4 KDDF CATIOA TRUSS SPAN 2'- 4.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 BC: 2x4 KDDF #14BTR LOAD DURATION INCREASE = 1.15 SPACED 24.0" O.C. 2-3=( 0) 45 2-9=(0) 0 TC LATERAL SUPPORT <= 12"OC. UON. 2-3=(-55) 29 BC LATERAL SUPPORT <= 12"OC. UON. LOADING LL( 25.0)+DL( 10.0) ON TOP CHORD= 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 9.0" 0,0" DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 45.0 PSF 0'- 0.0" -40/ 263V -15/ 55H 5.50" 0.42 KDDF ( 625) 2'- 1.3" -2/ 24V 0/ OH 5.50" 0.04 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 4.0" -26/ 57V 0/ OH 1.50" 0.09 KDDF ( 625) 12 7.00 p 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 1COND. 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/240, TL=L/180 MAX LL DEFL = -0.001" @ 0'- -9.0" Allowed = 0.075" MAX TL CREEP DEFL = -0.001" @ 0'- -9.0" Allowed = 0.100" MAX TC PANEL LL DEFL = -0.002" @ 1'- 5.3" Allowed = 0.134" MAX TC PANEL TL DEFL = -0.002" @ 1'- 5.3" Allowed = 0.200" MAX HORIZ. LL DEFL = -0.000" @ 2'- 3.2" MAX HORIZ. TL DEFL = -0.000" @ 2'- 3.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.9ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, . End vertical(s) are exposed to wind, oo ' Truss designed for wind loads o in the plane of the truss only. O Oril 0 1 2�' 11111 '4 -/ M-3x9 1 l 0-09 2-09 � � n PR(?pLS' [PROVIDE FULL BEARING;Jts:2,4,3 I 444 7 fi ' 89200PE• r JOB NAME : NRT FRENCH 5 PLEX WITH STEP - L2J2 Scale: 0.9584 .. WARNINGS: GENERAL NOTES, unlace etharvdse noted. v ."#� iy,s, TYllS5: L2J2 1.Builder erection contractor should be advised Wall General Notes 1.This design is based only upon the parameters shown and h for en individual ti"7� Ws •N bt '\ and Warnings before construction commences. building component Applicability of design parameters and proper 7 19 44/ 2.204 compression web bracing must be Installed where shown a. Incerporetbn of component Is the reaponsibllry of the building designer. " ♦ 4 3.Additional temporary bracing to Insure Nobility during construction 2.Design assumes the lop and bottom Mohs to be laterally braced et � -7 y A f� `pi,,, DATE: 6/18/2016 Is the responsibility of the erector.Additional permanent bracing or Y o.a and at 10 o.c.rsspecWaly unless braced throughout malt length by 1`t 1 the overall structure Is the responsibility of the building designer. continuous rdgingior such l b plywood Mee where sown 4 dryweN(BC). � �� SEQ.: K2092285 4.Na load should be anyapplied to4.In impactbridgingI.htere bracingtyofthewfipe shown cUmeomponent until alter and 4.Design assumesOlistr Is the re to be lobra non-corrosive environment,fasteners are applied and ale mpo Mould any mala greater man 5.end ar ndrondses are we.be used m a en<orroaNe envlranmaM, TRANS I D: LINK aaNgn lade be,ppllaa to any component. and are for eonanion^of a.e. 5.Compr,Trua Ms no contra)over Brrd seaumee no responsibility for the 8.Design assumes full bearing al an supports Mown.Shim or wedge If !Ie7[q.4/r�/� 7 febricetion,handling,shipment and mstallatlun of components. EXPIRES: 1Gl;ilI1GU1! G.This design Is furnished subject to the limitations set forth by 7.Detgn assumes adequate drainage h provided. TPW'IEA In ECM,copies of',filch v411 be furnished upon request. S Mee coincide olth Joint center li.Plates shall be located on both nes of cruse,and placed so their center June 20,2016 MITek USA,Inc./CompOTrus Software 7.6.7(1L)-E 9.Digiti Indicate size of plate In inches. to.For basic connector plate design values see ESR-1311,ESR-7985(MITek) This fic designLumber preparedand fromTruss-BC computer input by Paci IBC 2012 MAX MEMBER FORCES 4WR/DDR/Cq=1.00 TRUSS SPAN 2'- 0.0" 1-2=( -6) 45 2-9=(0) 0 LUMBER 4PECIFICATIONS LOAD DURATION INCREASE = 1.15 2-3=(-51) 24 TC: 2x4 KDDF #16BTR SPACED 29.0" O.C. BC: 2x9 KDDF #16BTR TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD= 10.0 PSF 0'- 0.0" -45/ 260V -13/ 480 5.50" 0.42 RODE ( 625) TOTAL LOAD = 45.0 PSF 1'- 9.2" -15/ 18V 0/ OH 5.50" 0.03 KDDF ( 625) OVERHANGS: 9.0" 0.0" 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. GOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.001" @ 0'- -9.0" Allowed = 0.075" MAX TL CREEP DEFL = -0.001" @ 0'- -9.0" Allowed = 0.100" 1-11-11 MAX TC PANEL LL DEFL = -0.001" @ 1'- 2.9" Allowed = 0.106" MAX TC PANEL TL DEFL = -0.001" @ 1'- 2.9" Allowed = 0.159" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 12 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 7.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. ff 1'0, .,, -3x9 1 1 l 0-09 2-00 !PROVIDE FULL BEARING;Jts:2,4,3 I cO PDO P " 89200PE• c' JOB NAME : NRT FRENCH 5 PLEX WITH STEP - L2SJ1 Scale: 0.6838 '`41.1Ct �� WARNINGS: GENERAL NOTES, unless otherwise noletl r OR �©IV�N t.Builder„,erection contractor should be advised dal General Notes 1. building component.Applicaonly bility of design pan the rahown meters annd proper individual �/f,�t� Il��L7 ON TTruss Y'US S' L2SJ1 and Wamings beton coelrudbn comm°nut. Incorporation of component Is me re•po"alblhy of me building designer. I " 2.2x4 comp"W on web bndng milk be Installed where shown+. Design assumes the lop and bottom chortle to be laterally braced at aaawww,,, 3.Addhionel temporary bracing to Insure stability during construction 2 o c and at tI o.c.respectively unless bread throughout their length by j_"]1`] �� Is to responsibility of the erector.Additional permanent bracing 0 continuous sheatNng such as plywood eheaming(TC)and/or drywsl(BC). C7 t DATE: 6/18/2 016 the rivers!!Nrudure N the responsibility of the building desOner. 3.2e Impact bridging or lateral bracing required where shown++ 4.Na bad should be applied to any component until ager all bracing and 4.Installation of boss is the responsibility of the reapenNe contractor. SEQ.: K2 0 9 2 2 8 6 fasteners are compete and at no time should any bads greeter then 5.Design assume.trusses are to be used ins non-cormehe envlranment, and are for"dry condition"of use.supports shown.Shim or wedge 11 EXPIRES: 12/31/2017 TRANS ID: LINK design loads be applied to any component. .Design wars NA bearing at allsuppo s.Compubn,has nocontrol over and assumes noresponsibility for me 0.491 ry. June 20,2016 hbrkatbn, furnished shipment and installation of components. 7.Design assumes adequate drainage is provided. A This design is hmished subject to the limitations set forth by 8.Plates shall be hated an both taus of Inns,and placed so their center TPNMCA In SCSI,copies of which vAl be Nmished upon request. dee coincide Nth paint canter lines. 9.Digits Indkate size of pleb In Indus. MITek USA,Ino./CompuTrus Software 7.6.7(1L}E 1O.For basic unnector pleb deNgn value.see ESR-131 t,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 11.7" TC: 2x4 KDDF #1&BTR IBC 2012 MAX MEMBER FORCES 4 /Cq=1.00 BC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -6) 133 4-5=(-219) 108 4-2=9-2=)-(-627) 330 WEBS: 2x4 KDDF STAND SPACED 29.0" O.C. 2-3=(-91) 44 2-5=(-389) 784 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ HRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" p,0" TOTAL LOAD = 45.0 PSF 0'- 0.0" -149/ 451V -108/ 189H 12.00" 0.72 KDDF ( 625) 0'- 10.2" -509/ 251V 0/ OH 12.00" 0.40 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -31/ 64V 0/ OH 1.50" 0.10 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 1COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. 12 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERT/CAL 0ILIMIT-: -L=0 "0, TL=L/180 12.00 MAX LL DEFFLL == 0.001" @ -1'- 0..05 =" Allowed = 0.100" MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = -0.019" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.020" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. M-3x4 Wind: 140 mph, h=29.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ,-- load duration factor=1.6, � End vertical(s) are exposed to wind, d I Truss designed for wind loads M in the plane of the truss only. O O I In O (V MIN 4 ' 5 M-1.5x3 M-1.5x3 y y )" >L 1-00 1-000-11-11 �c( 5) JPs, 920 pr JOB NAME : NRT FRENCH 5 PLEX WITH STEP - YJ1 /J/ Scale: 0.5100 - t " WARNINGS' GENERAL NOTES, Wen otherwise noted /�w TrussYJ1 1.Bolder and erection contractor should be advised of al General Notes I.This design Is based only upon the parameters shown and la for an individual " OREGON 1 )e 6 and Warnings before constriction commences building component.Applicability of design parameters and proper 7 �L✓ 2.254 compression web bracing moat be Installed where shorn.. insorporatkn of component la the respondblly of the building deeigner. vfyQ ),•• 1 4 ?I.y��� 3,Additional temporary bracing to insure stability during construction Design assumes the top end bohom chortle to be laterally braced et V Ie the responalbllty of the erector.Additional permanent bracing of T o.0 and et 10 ase.respectively unless braced throughout male length by DATE: 6/20/2016 the overall structure Is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywel(BC). E" R.. �� 3.2a Impact bndging or lateral bracing required where shown.. (4 SEQ. : K2 0 92 2 8 9 4.No load should be applied to any component until aper all bracing and 4.Installation of truss Is the responsibility of the respectNe contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used In a noncorrosive environment, TRANS I D: LINK design loads be applied to any component. and are for'dry condition-of use. 6..Design. limes fol bearing at el supports shown.Shim or wedge If 5.Campslrue hes no control over and assumes no responsibility for the EXPIRES: 12/31/2017 fabrication,handling,shipment end Installation of components. 'y' 8.This design Is furnished subject to the limitations eat forth by 7.Design assumes adequate drainage face is Uwe,an June 20,2O1 6 TPLMTCA In SCSI.copies of which MI be furnished uponB.Tres ctes anape paled eebethhas of inns,and placed so their anter request. Ines colndde with joint genian lines. Wee USA,Inc./CompuTrus SoMrdre+7.6.7-SP2(tL}E 0.Digits indicate size of plate In inches. 10.Far bask connector plate design values see ESR-1371,ESR•t S88(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS 1-2=( -6) 133 4-5=(-224) 176 4-2=(-798) 553 TC: 2x4 KDDF #1&BTR LOAD DUSPAIED I2CR0ASE C 1.15 2-3=(-147) 106 2-5=(-630) 802 BC: 2x4 KDDF #18BTR SPACED 29.0" O.C. WEBS: 2x9 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 95.0 PSF 0'- 0.0" -243/ 737V -139/ 26988 12.00" 1.18 (DIF ( 625) 0'- 10.2" -765/ 355V 0/ OH 12.00" 0.57 KDDF ( 625) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -104/ 147V 0/ OH 1.50" 0.24 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked fox net(-7 psf) uplift at 29 "oc spacing. I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL C0.001 L @ -1'-: L L0.0"/24 Allowed = 0.100" MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = -0.023" @ 3'- 10.9" 0.00/ MAX BORIC. TL DEFL = -0.024" @ 3'- 10.9" Design conforms to main windforce-resisting 12system and components and cladding criteria. Wind: 190 mph, h=30.Bft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vextical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. c cM-3x0 2 LID I II A 7 • f -1 4 5 M-1.5x3 M-1.5x3 l ), 1 l �0p PR apes 1-00 1=00 2-11-11 �Co NGIN� , �'/0 11 89200PE r` JOB NAME : NRT FRENCH 5 PLEX WITH STEP - YJ3IP Sale, 0.4176 ,:i !r ` " WARNINGS: GENERAL NOTES, udaup tithe pa noted.tot. OREGON �4r I.Builder w and s Lwow contractor ogop on No be advised of all General Notes a.This design building comls based only penent.Applicability of design parameters and wooer rs shown end is for an Indlvldwl Truss: YJ3 .nd Wambe•eerors aonsbuaron gammen es. incorporation of component la me responsibility of the building designer. L'Q 41,- A;q, Q,(S\ ¢4 2.2.4 compression web bracing must be Installed where shown v. 2.Design assumes the lop and bottom dards to be laterally braced at If'1. 3.Addgbnal temporary bracing to burrs stability during construction T o.c.end a110 0.0.respectively unless braced throughout their length by A C.j �\ �J Is Me responsibility of the erector.Additional permanent bracing of continuous sheathing such es poeood sheathing(TC)and/or drywal(BC). R V DATE: 6/18/2016 the overfill structure la the rewonsibny of the building designer. 3.2x Impact bridging or lateral booing required where shown• 4.No bad shaald be applied to arty component untll alter all bracing end 4.Installation of truss Is the responsibility of the raspedlue contractor. SEQ.: K2 O 9 Z Z 9 Ofasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used In a non-corroNve environment. and are for'dry fullben'ofeats EXPIRES: 12/31/2017 TRANS ID: LINK deNgn e appliedcontrol anycomponent.and essur fi.Design assumes full bearing at all supportsshown.Shim or sedge if S.ComWTrue hes no cantrol over and eawmes no responsibility for the necessary. fabrication,hendling,shipment and installation of components. 7.Design assumes adequate drelnaga is provided. June 20,2016 A This design Is furnished subject to the limitations set fast by 8.Rates shall he located on both faces of truss,and placed so their center TPINJfCA In SCSI,copies of whkh MI be furnished upon request. Ones ae with joint center 9.Digits indicate sizea plate bInches. MITek USA,Inc./CompuTrus Software 7.6.7(1L)E 10.For beak connector plots design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TC: 2x4 ECIF C1TIOR TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1,00 BC: 2x9 (DIP R1BTR LOAD DURATION INCREASE = 1.15 1-2=( -6) 133 4-5=(-211) 114 4-2=(-309) 96 BC2x4 (DIP STAND SPACED 24.0" O.C. 2-3=(-91) 49 2-5=(-157) 290 LOADING TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZISIG REQUIRED SPG AREA LOCATIONS' R/ACTIONS REACTIONS 5I5E 0 F ( 625) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 45.0 PSF 0'- 0.0" -19/ 328V -76/ 19OH 5.50" 0.53 KDDF ( 625) 1'- 9.3" -102/ 74V 0/ OH 5.50" 0.12 (DOE' ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -31/ 69V 0/ OH 1.50" 0.10 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net psf) uplift at 24 "oc spacing. 1-11-11 BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP f ,,.AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL- we290 MAX LL DEFL = 0.001" @ -1'- 0.0" Allowed = 0.067" 12 MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 12.00127 MAX TC PANEL LL DEFL = 0.004" @ 0'- 10.9" Allowed = 0.137" MAX TC PANEL TL DEFL = 0.005" @ 0'- 10.0" Allowed = 0.206" MAX HORIZ. LL DEFL = -0.002" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 1'- 10.9" '' Design conforms to main windforce-resisting 0 system and components and cladding criteria. Wind: 140 mph, h=20.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x9 load duration factor=1,6, End vertical(s) are exposed to wind, 2 Truss designed for wind loads l in the plane of the truss only, o IiIIIIIIIIIILL I rn ti 1 r 0 1 11611111 Y f M-1.5x3 M-1.5x3 l l l 1-00 2-00 'PROVIDE FULL BEARING;Jts:4,5,3 I #0 tP R OP4', {� :9200P JOB NAME : NRT FRENCH 5 PLEX WITH STEP - SJ1 ,. Scale: 0.5927 ` _ WARNINGS: GENERAL NOTES, unNesotharvnse noted '.10 ly,,,,, Truss SJ1 1.Builder and erection contractor Mould be advised clap General Notes I.This design is based only upon the parameters shown and is far an lndwkual -AG OREGON f�/ and Warnings Mere construction commences, building component.Applicability of design peremeters and proper 7 OREGON a,. 2.2a4 compression web bredng must be instated where shown+. Incorporation of component la the rosponsibggy of Me bulking tlesigner. .y 2. �4 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chorda k be laterally braced et �^ _i 1A le IM remonaldlity of Me erector.Additional permanent bracing of 2 o.e.and 81 10'o c.respectively unless braced throughod tMlr IengM by 'i! 4'j DATE: 6/18/2 016 the overall snwture Is the responsibility of the b 0dIng designer. continuous Impact shgingior such as plywood aired here)and/or tlrywaq(BC). �' R 1 r..�- SEQ.: K2092291 4.No load should be applied to an corn4.In talltio oftru s(stterelprodngtyonthewheresheco+• y component after all bracing end 4.Design a of truss Is es responsibility i the an-oertos cov Wieners ere complete and n no rima should any loads greater then 5.Design assumes trusses Sr.to M used In a non-corrosive environment, TRANS ID: LINK aeagneaaabaappedtoanymmponent. and are forMrycondalon^of use. 8.Compoltus Me no control over and saaue,s no responsibility for the 8.Design assumes M l bearing at all supports shown.Shim of wedge if fabrtnatlon,handling,eltlpment and installation of components. necessar EXPIRES: 12/31/2017 8.The dodge is furnished subject to the limitations set forth by 7.Design assumes adequate drainage Is tuss,eprovided. TPBVYTCA M SCSI,copes of whkh adq M fumished upon request. 8 hate coincides shall eewtlh joint center 111 es.located on both s al Wea,antl placed so their center June 20,2016 B MITek USA,Inc./CompuTrus Software 7.6.7(1L}E .Malts Indicate sire of pee in inches. 10.For bark connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC 9-08-00 GIRDER SUPPORTING 38-00-00 IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 LUMBER 4PECIFICATIORS 1- 2=1 -98) 100 6- 7=(-509) 3542 1- 6=( -72) 180 9- 8=(-204) 178 TC: 2x6 KDDF #16BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-598) 588 7- 8=(-504) 3592 6- 2=( -209) 178 8- 5=( -72) 180 2x6 KDDF #16431E)T2 LOADING 3- 9=(-598) 588 6- 3=(-4670) 622 BC: 2x4 RIDE STANDR LL = 25 PIE Ground Snow (Pg) 4- 5=( -98) 100 7- 3=( -698) 4394 TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 9'- 8.0" V WEBS: 2x4 KDDF STAND 3- 8=(-4670) 620 TC LATERAL SUPPORT <= 12"OC. DON. BC UNIF LL( 950.0)+DL( 380.0)- 830.0 PLF 0'- 0.0" TO 9'- 8.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIQIIRD STORAGE DOESBNOT APPLY CUE 12 NOT BEINIAL __ _ _ REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -754/ 4961V -2000/ 2000H 5.50" 7.94 KDDF ( 625) __ _ ____ _ --- 9'- 8.0" -754/ 9961V -2000/ 2000H 5.50" 7.94 KDDF ( 625) NOTE: 2x9 BRACING AT EASOC TO S. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR DSP SC LION COAC. REP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ID OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 ( 2 ) complete trusses 31 DIAeG. MAX LL DEFL = -0.025" @ 4'- 10.0" Allowed = 0.437" nailsstaggered:Attach 2 ply with 3"x.13c1 DIA GUN MAX TL CREEP DEFL = -0.055" @ 4'- 10.0" Allowed = 0.583" 9" o c in 1 row (s) throughout 2x6 top chords, MAX HORIZ. LL DEFL = -0.008" @ 0'- 5.3" 6" oc in 2 row(s) throughout 2x6 top chords, MAX HORIZ. TL DEFL = -0.013" @ 0'- 5.3" 6" oc in 2 row(s) throughout 2x6 bottom chords, XX 9" oc in 1 row(s) h gy ut 2x4 webs. -08-10 0-11-11 I b-riof iqIC OND. 3: 2000.00 LBS SEISMIC LOAD. 0-11-11 3-10-05 3-10-05 0-11-11 Design conforms to main windforce-resisting system and components and cladding criteria. 12 12 Wind: 140 mph, h=28.7ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 12.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12.00 load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads M-4x6 in the plane of the truss only. M-4x6 2 M-9x8 3 M-1.5x3 M-1.5x3 flilili 6 - =M-8x8 M-8x8 M-9x8 9-10 4-10 V PRO 9-08 A. W "<('co c;s �GIN��� 97 89200PE r JOB NAME : NRT FRENCH 5 PLEX WITH STEP - XH1 Scale: 0.3399 mow ''%,�1 ± ' WARNINGS: GENERAL NOTES, unless otherwise noted OREGON e This d. A based only upon me parameters shown and is for an Individual y 4171,� �. y 4 tics 1.Budder and erection cefl.bud Mould be advised of lig General Notes building cemponent.Applicability of design parameters and proper Truss: XH 1 244 compression we obmWamu t be ini<ee. moo,porelmn of component A the reeponelbeny of the building designer. g.D�4 cemproeton web bracing mut be hMalbtl where show�. 2 Design assumes me lop and bottom chorda to be laterally brewed al 3.Additional temporary bracing to insure debility during construction 7 ix.and et 10 c.c.respectively miss.braced throughout kr*length by ['�'1 Y b the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywag(BC). 7-7 4• DATE: 6/18/2016 the overall structure Is the responsibility of to building designer. 3.2s Impact bridging or latent braang required weer..hewn. 4.No load should be applied to any component until after all brains and 4.Installation of truss Is the responsibility of the respective contract=,. REQ.: K2092292 faslenera a,.complete and at na 00,5.hsuld any leads greater then 5.Deslgs assumes Ruse..are ye S used ne nen.nsnOelcs environment, and are for•dryoondition^muse. EXPIRES: 12/31/2017 TRANS I D: LINK design matla be any component. s.Deign assume.AA bearing at al supports shovel.shim or wedge if 5.CompuTN.Mrc son co a no control l over and assumes no responsibility for the necessary. fabrication,handling,shipment end mdalation of components. 7.Design assumes adequate drainage is provided. June 20,2016 8.This design is furnished sub)ed to to limitations set forth by 8.Mates eshhall be loithcated on Int en both hnter lfMes of truss,end placed as their center TPNCSI,copies in Splaa of vddch wap furnished upon request. lines g Digits indicate ekeof plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.7)1L(-E 10.For heels cennector pate deign values see EBR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TC: 2x9 KDDF #168TE TRUSS SPAN 1'- 11.7" LOAD DURATION INCREASE = 1.15 INC 2012 MAX MEMBER FORCES9-2=(-1165) BC: 2x9 KDDF S STAND SPACED 29.0" O.C. 2-3=(-91) 99 2-5=( -713) 1319 TC LATERAL SUPPORT <= 12"01. DON. LOADING BC LATERAL SUPPORT <= 12"0C. VON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BEG AREA TOTAL LOAD = 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -363/ 796V -193/ 219H 12.00" 1.27 KDDF ( 625) O'- 10.2" -853/ 965V 0/ OH 12.00" 0.74 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -31/ 69V 0/ OH 1.50" 0.10 KDDF ( 625) 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12.00 1COND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR 1DPSF LIVE LOAD. TOP 3 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.001" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" ' MAX HORIZ. LL DEFL = -0.076" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.078" @ 1'- 10.9" //M-9x9 Design conforms to main windforce-resisting 2 system and components and cladding criteria. f AV (All 190 mph, h=29.2ft, 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, I Truss designed for wind loads 1 in the plane of the truss only. 0 I Lr:ti I 0 rn If ,_ al= _, 4 5 M-1.5x3 M-1.5x4 J• ), J• l 1-00 1-00 0-11-11 kt 61.0 `t 89200PE 9r JOB NAME : NRT FRENCH 5 PLEX WITH STEP - XJ1 Scale: 0.4920 WARNINGS: GENERAL NOTES, unless otherwise noted. Y AMID `'a. Truss: XJ1 1.Builderand erection contractor should be advised Oat General Notes 1.This design Is based only upon the parameters Mown and N for en individual .pL OREGOAi t. and Warnings before conetruabn wmmenoes. building component.Applicability of design parameters and proper Il Gl:7\J'V 2.2a4 compression web bracing must be Installed where shown�. incorporation of oemponaa is the responsibility of the building designer. a a. ` 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at +r/\ -7 A !t ` "yam. DATE: 6/18/2016 Is Me responsibility of the erector.Additional pbu5di g bracing of 7 o.c.and et 10'o c respectNely unless braced throughout their length by "�/ a1' L �1.. the overall structure le the responsibility of the building designer. 2v Ira tom sheathing such as plywood re sheathing(TC)where shown and/or tlrywaN(BC). M, A'R I O- SEQ. : K2092293 4.No bad should be applied to any component until after aI brad 3 Intmpto oftrus or laterpradnety ofIhe rasped'.contractor.nh and4.Installation of es trussesr Is the atbeuresponsibility the rospechve cos won fasteners are complete and at no time should any loads greeter then 5.ledge assumes condition" sof u M used in a norroorrosive environment, TRANS I D: LINK design wase be applied to any compsnenl. and are for^dry wndnlon•of use. 6.Compni,o has no control over end assumes no responsibility for the 6.Design assumes NY bearing at ail supports shown.Shim or wedge if \ [� .1,7/ryry.N)r3 B.Thlaaesigfabricationnb Nmlehaawentand melimbatonan faet M,by a. nemasary• EXPIRES: 12/31/2017 7.Design assumes adequate drainage la provided. 7, TPW✓TCA in SCSI,copes of which 0111 be furnished upon request. B.PlaNees ncbe located on terh faces of truss,and placed so their center June 20,2016 Anes coincide with Joint ceder lines. MITek USA,Inc./CompuTrus Software 7.6.7(1L}E B.Digits indicate yrs or pate in Inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TRUSS SPAN 3'- 8.7" 1-2=(-135) 100 3-4=(-197) 154 3-1=(-275) 168 LUMBER SPECIFICATIONS 1-4=(-250) 319 STAND LOAD DURATION INCREASE = 1.15 TC: 2x4 KDDF #1EBTR SPACED 29.0" O.C. BC: 2X4 KDDF ABTR WEBS: 2x4 KDDF STLOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -46/ 185V -97/ 149H 5.50" 0.30 KDDF ( 625) BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 45.0 PSF 1'- 6.7" -197/ 110V 0/ OH 5.50" 0.18 KDDF ( 625) 3'- 8.7" -87/ 141V 0/ OH 1.50" 0.23 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/290 BOTTOM CHORD CHECKED FOR DSPAC LIVE LOAD. TOP MAX LL DEFL = 0.000" @ 0'- -3.0" Allowed = 0.028" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX BC PANEL TL DEFL = -0.000" @ 0'- 10.2" Allowed = 0.061" MAX HORIZ. LL DEFL = -0.005" @ 3'- 7.9" 12 MAX HORIZ. TL DEFL = -0.005" @ 3'- 7.9" 12.00 17 -V Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 0 I r 0 M-3x4 N 1 111116X z � 3�� -1.5x3 M-1.5x3 y y y <VO P F Op 1-09 1-11-115 �yGINLc Pt, 9. (PROVIDE FULLLBEA BEARING;Jts:3,9,2 89200PE JOBNAME : NRT FRENCH 5 PLEX WITH STEP - SJ2 Scale: 0.9806 A, f� WARNINGS: GENERAL NOTES, unless otherwise noted �_ cost \,JT'lGL7ON� �tCC' Meer and median conbadm should be advised of ad General Notes 1.This design h based only upon the parameters Mown end Is for an IrMWlduel 77 'j� building component.Applicability of design parameters end proper ,,r Q L A (��" Truss: SJ2 a4cennpe sorora cons uc kit commens.s. incorporation of component la the responsibility of the buibIng designer. V '7 ,(�� 2.D�4 wmprosmon web bracing must be installed where shown+. 2.Design assumes the by and bottom chortle to be lateraly braced at ��y' v 3.Additional temporary bredng to Insure stability during construction 2'uses and at 10 o.e.respectively unless braced throughout Meir length by '"*! I3('] T �, Is the remondMRy of the erector.Additional permanent bracing of continuous sheathing such ea plywood sheathing(TC)aM/or drywall(BC). R S 1-1 l++ DATE: 6/18/2016 me overall structure is the responsibility of the building designer. 3.2s Impact bridging or lateral bracing required where shown w 4.Na bad should be applied to any component unafter all bracing end 4.Installation of truss Is the responelbglly of the reseeded contradm. SEQ. : K2 0 9 2 2 9 9 fasteners are complete and at no time should any loads greater men S.Design assumes trussesbe used in a non-corrosive are to ive environment, and are for"dry condition"of use. EXPIRES: 12/31/2017 TRANS I D: LINK deal°bads be applied to any osfld assumes d. 8.Design assumes fug bearing at ell supports shown.Shim or wedge If 6. over necessary. June 20,2016 fabrication,handling,shipment and Instmrtlon of components. T.oemgn assumesadequateequate drainage is provided. 8.This design la furnished sullied to Me limitations set forth by 8.Plates shall bee bath sted n bothenter faces of fuse,and placed so their center TPI/WMA in SCSI,copies of*AM AG be famished upon request. g.Digits Indkate sloe of plate in inches. MITek USA,Inc./CompuTrus Software 7.6.7(1L)-E II.For bask connector plate design values see EOR-1311,EOR-7888(MITek) This design prepared from computer input by LUMBER SPECIFICATIONS Pacific Lumber and Truss-BC TC: 2x9 KDDF #16BTR TRUSS SPAN 3'- 11.7" BC: 2x9 KDDF #1&HTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 4-2=(-1339) WEBS: 2x9 KDDF STAND SPACED 29.0" O.C. 1-2=( -6) 133 9-5=(-293) 199 4-2=(-1339) 999 2-3=(-196) 105 2-5=(-1070) 1309 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. SON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 95.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -511/ 1213V -175/ 298H 12.00" 1.99 KDDF ( 625) 0'- 10.2" -1290/ 623V 0/ OH 12.00" 1.00 KDDF ( 625) LL = 25 PSF Ground Snow (Pct) 3'- 11.7" -102/ 197V 0/ OH 1.50" 0.23 REEF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP OND. 2: Design checked for net(-7 lief) uplift at 29 "on spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, VERTICAL DEFLECTION LIMITS: LL=1_/290, TL=L/180 MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" -! 12 MAX HORIZ. TL DEFL = -0.089" @ 3'- 10.9" 12.00 7 4 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=30.2ft, 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, <jM-4x4 0 f IlG C e i r I 0 stn a 14 BIIIIM It- i a -e 9 5 M-1.5x3 M-1.5x4 l l y y ,i D PRQp 1-00 1-00 2-11-11 ��5 1yGIN4- S<2. 444 'y 89200PE fir' JOB NAME : NRT FRENCH 5 PLEX WITH STEP - XJ2 ��J'^f'7• Scale: 0.3694 44- WARNINGS: GENERAL NOTES, unless otherMse noted. I`i Truss: XJ2 1.Soldered erection contractor should be advised of all General Notes 1.This design is based only upon • IP OREGON and Warning.before construction commences. build) Pbn the parameters ewn and a for an Individual QR C /^11v 1 2.254 compression web bracing rap component.Applicability of design parameters and proper 11 11 V i V � g must be installed where Macon�. Incorporation of component la the responrbny of the building designer. ,,y 3.Additional temporary bracing tel lnaure stability during construction 2.DeNgn assumes the top and bottom chorda to be laterally braced at +© 7 y A n'�. DATE: 6/18/2016 Is the rosponrDlgty of the erector.Additional permanent bracing of 2o.c.and at1g'o.e respectively unless braced throughout their length by IY' L the overall structure la the responrbYMy of the building designer. continuous sheathing auto as plywood sheathing(TC)and/or tlrywal(BC). yyr,�� SW1"t K2092295 4.No bad should beapplidto any component uMge erall brodn d 3 ixlmpaonortrct ingorlateralbracingreguireerespe shown.eger. fasteners aro complete orad at ne nine should anyloads °an 4.Inatallaias of es trs la Me ro to be se of Ue raspedNe contractor. R 4 TRANS ID: LINK design leads be applied to an component. greaterman 5.anranaarumeebndeeeaStu e.ae.amanoncarer eenamnmem, vcam rent anaarefor^ary�ananionrorase. 7 B.CompuTrue has no control over and esteems no responsibility for the S.Design assumes NY beefing at all supports shown.Shim or wedge If fabrication,handling.shipment and Installation of components. awry. EXPIRES: 1 a]/ i/ry O.A S.Thio dergn is furnished subject to the limitations set forth by 8. o7. r drywnshall be located assumes uon both faces of trusate drainage Is s,and placed so their tamer C.il t G !1 G ! TPWWICA in SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. June 2O,2016 MiTek USA,Inc./CompuTrus Software 7,6.7(11_)-E S.Digits indicate size of plate in Inches. to.For bask connector plate design values see(58.1311,ESR-1388(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 LUMBER: SPECIFICATIONS TRUSS SPAN E'- =8 1" 1-2=(-341) 136 4-5=(-286) 154 9-1=(-584) 175 LOAD DURATION INCREASE. " S.C.1.15 2-3=(-169) 0 1-5=(-250) 463 TC: 2x9 KDDF #16BTR SPACED 24.0" O BC: 2x4 KDDF #1SBTR WEBS: 2x9 RODE' STAND LOADING LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 95.0 PSF 0'- 0.0" -95/ 448V -115/ 247H 5.50" 0.72 KDDF ( 625) 1'- 6.7" -264/ 131V 0/ OH 5.50" 0.21 KDDF ( 625) OVERHANGS: 0.0" 24.0" LL = 25 PSF Ground Snow (Pg) 3'- 8.7" -306/ 937V 0/ OH 1.50" 0.56 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/290 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.000" @ 0'- -3.0" Allowed = 0.028" MAX LL DEFL = -0.039" @ 5'- 8.7" Allowed = 0.133" MAX TL CREEP DEFL a -0.051" @ 5'- 8.7" Allowed = 0.200" MAX BC PANEL TL DEFL = -0.000" @ 0'- 10.2" Allowed = 0.061" 3 -/ MAX HORIZ. LL DEFL = -0.010" @ 3'- 7.9" MAX HORIZ. TL DEFL = -0.010" @ 3'- 7.9" 12 12.00 17 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=22.eft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 2 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, it End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 0 r+ 0 M-4x6 1 N I 0 r, I ,-1 L. ._,„ -/ M-1.5x3 M-1.5x3 yv,. OPROF4-s 1-09 3-11-11 (PROVIDE FULL BEARING;Jts:9,5r2 I .11 �7 /'�/'� 89200,E ` OB NAME : NRT FRENCH 5 �- ` J ALEX WITH STEP - SJ3Scale: 0.3944 �� OREGON J WARNINGS: GENERAL NOTES, unlessotherwlse noted �� �Da 1'K,/ , I.Budder ni erection contractor en co be advised of ail General Nates 1.Ibis din comsign ponent.dApplicabiity of design paramupon the parameters eters and proper individual +e� �� �^l Truss: S J 3 and comp ess onion bracing ed emu commences.Inst e d Incorporation of component Is the reepondbUdy of the building Weisner. 2.2a4 compression web ersang mus a Metalled where.hewn.. z Design assumes the top end bottom dorms to be laterally braced et 3.Additional temporary bracing to Insure stability during construction T o c and at 1g e.e.respectively unless Maud throughout their length by T �;- NUN responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywai(BC). 11"/ Firr l•• DATE: 6/18/2016 the overall structure is the responsibility dew building designer. 3.2x Impact bridging or lateral bracing required where Mown s o 4.No bad should be epplbd to any component until seer all bracing and 4.Installation of Inas Is the respondbRlty of the reaped!.contractor. SEQ.: K2 0 9 2 2 9 6 fasteners are complete and at no time Mould any loads greeter than 5.Design assumes trusses are to be used Ina nen-corrosive environment Iy /� design basis he applied to any and are far"dry cendblan"else.. EXPIRES:RES: 1 231/2017 TRANS I D: LINK y component 6.Dedgn assumes NY bearing et all supports Mown.Shim or wedge II f 1'l tl L u 5.ComWTrashes"ocontrolovt and assumes noresponsibiltyfor the nee June 20,2016 scary. fabrication.handling,shipment and Installation of components. 7.Design assumes adequate drainage b provided. E This design la furnished subject to the limitations set forth by S.Plates shall be located with)old on bothenter Noss of truss,and placed so their center TPVNRCA b SCSI,copies of which WY he Ended upon request. 9.Digits Indicate she of plate In inches. MITee USA,Inc./CompuTrue Software 7.6.7(1L)-E to.For bade connector plea design values see ESR-1371.ESS-1655(Mulok) 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 BC: 2x4 ROOF #168TR 1- 2=( 0) 99 2-10=(-289) 1949 10- 3=( 0) 266 14- 7=(-492) 168 WEBS: 2x9 KDDF STAND SPACED 24.0" O.C. 2- 3=(-2476) 406 10-11=(-291) 1947 3-11=(-345) 109 7-15=( 0) 301 3- 4=(-2068) 397 12-13=( -4) 20 4-11=(-473) 280 LOADING 4- 5=(-2104) 576 13-14=(-235) 1492 12-11=( 0) 98 TC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 POF BC LATERAL SUPPORT 0= 12"OC. UON. 5- 6=(-1983) 438 19-15=(-299) 1891 11-13=(-166) 1141 DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1940) 405 15- 8=(-292) 1893 11- 5=(-299) 1117 OVERHANGS: 18.0" 18.0" TOTAL LOAD = 45.0 PSF 7- 8=(-2454) 415 13- 5=(-157) 674 8- 9=( 0) 99 13- 6=(-794) 259 LL = 25 PSF Ground Snow (Pg) 6-19=( -31) 480 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE S IN. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. Q. (SPECIES) 0'- 0.0" -263/ 1845V -326/ 328H 5.50" 2.95 KDDF ( 625) 37'- 0.0" -267/ 1845V 0/ OH 5.50" 2.95 RODE ( 625) OND. 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 = -0.011" @ -1'- 6.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.015" @ -1'- 6.0" Allowed = 0.150" MAX LL DEFL = 0.106" @ 11'- 3.5" Allowed = 1.203" 17-06-15 MAX TL CREEP DEFL = -0.211" @ 11'- 3.5" Allowed = 1.804" .r 19-05-01 MAX LL DEFL = -0.011" @ 38'- 6.0" Allowed = 0.100" 5-11 5-05-08 6-00-11 5-07-10 6-08-13 7-02-06 f MAX TL CREEP DEFL = -0.015" @ 38'- 6.0" Allowed = 0.150" T 12 T f f 'r T I MAX HORIZ. LL DEFL = -0.050" @ 36'- 6.5" 8.00 M-6x8 12 MAX HORIZ. TL DEFL = 0.082" @ 36'- 6.5" 6.0" ' 8.oO 5 ( Design conforms to main windforce-resisting i'iN system and components and cladding criteria. Wind: 140 mph, h=26.9ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), load duration factor=1.6, M-1.5x3 M-3x9 End vertical(s) are exposed to wind, • Truss designed for wind loads in the plane of the truss only, M-5x6(5) :M-5x8(S) 0.25" 3 .25„ 01 ...ye! O I1/ M-3x6 M-115x3 N 11l- �'^ M-F>4c8 13 ti., '-' M-3x8 0.254 M-1155x3 =M-4x4 ",\ �1 M-1.5x3 M-5x6(S) o l y l yEa PROp4. y y 5-09-04 5-07-04 6-02-07 5-09-06 k 6-07-01 y 7-00-10 y .0t J. J. , c.I. �j4 1-06 11-02-12 25-09-04 'SCJ Ct!'� ri ' ' 37-00 89200P E re JOB NAME : NRT FRENCH 5 PLEX WITH STEP - Z1 Scale: 0.1478 -I WARNINGS: GENERAL NOTES, unlessothervase noted. TO .„.r Truss: Zl 1.Builder end erection eontnctor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual OREGON e ' end Warnings before construction commence.. building component Applkabilby of deign parameters and proper 4! "j OREGON V t •A. 2.204 compression web bradng must be Imtalbd where shown e. Incorporation of component k the responsibility of the bWlding designer. L/' -MXeA p y 2. '4r l 3.Additional temporary bracing to insure stability during wnetrudlon 2.Design aewmee the top and bottom cholla to be laterally braced at �A _7 f (� DATE: 6/18/2016 I.the responsibility of the erector.Additional permanent bracing of 2'c.e and at 10 o.c.respedlvely unties braced throughout their length by the overall structure Is the responsibility of the building designer. continuos.sheathing each as plywood required here a and/or drywep(BC). L1- SEQ.: K2 0 9 2 2 9 9 4.No load Would be applied Is any3.2i Impact bridging or lateral bracing where shown 0. Fi component until after all bracing and 4,installation of russ Is the Crepondbiliy of the raspectNe contractor. fasteners are complete and at no time should any loads greater than 8.Design assumes trusses are to be used In.non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are?cr../condition"ofuse. 6.Design assumes bit bearing at all supports shown.Shim or wedge if 5.Compuirus hes no control over end assumes no reeponsibllpy for the EXPIRES: P'RE / 1/2 bbdc.tion,handling,shipment and insiallation of components. wry' 6.This design is furnished subject to the limitations set forth by 7.Design assumes adequaton othifage is provided. 8.Platescoincideshallelocated June 20,2016 TPWJlCA in ECM,copies of which alll be furnished upon request. lins wlth jont center lima.of frau,and placed so their rimer llih fM MITek USA,Inc./CampuTrus Software 7.6.7(IL}E 9.Digits Indicate eke of plate In Indus. 10.For beak connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC TRUSS SPAN 36'- 6.0" INC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS TC: 2x4 KDDF #1&BTR LOAD DURATION I24R0ASE = 1.15 1- 2=(-2388) 392 1- 8=(-275) 1857 8- 2=( 0) 260 11- 5=(-775) 255 BC: 2x4 KDDF #1fiBTR SPACED 24.0" O.C. 2- 3=(-2007) 410 8- 9=(-277) 1855 2- 9=(-300) 124 5-12=( -38) 457 3- 4=(-2044) 586 10-11=( -3) 20 3- 9=(-472) 282 12- 6=(-453) 181 WEBS: 2x6 KDDF STAND; LOADING 4- 5=(-1447) 437 11-12=(-229) 1451 10- 9=( 0) 99 6-13=( 0) 294 2x6 KDDF STAND A LL( 25.0)+pL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-1889) 410 12-13=(-282) 1808 9-11=(-162) 1103 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2378) 403 13- 7=(-280) 1810 9- 4=(-304) 1078 TOTAL LOAD = 45.0 PSF 11- 4=(-153) 661 BC LATERAL SUPPORT <= 12"OC. UON. LL = 25 POP 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" -256/ 1643V -297/ 300H 5.50" 2.63 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 36'- 6.0" -255/ 1692V 0/ OH 5.50" 2.63 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. I VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.098" @ 11'- 0.5" Allowed = 1.186" MAX TL CREEP DEFL = -0.196" @ 11'- 0.5" Allowed= 1.779" MAX HORIZ. LL DEFL = -0.047" @ 36'- 0.5" 17-03-15 19-02-01 MAX HORIZ. TL DEFL = 0.078" @ 36'- 0.5" 5-08 5-05-08 6-00-11 5-07-10 6-08-13 6-11-06fff Design conforms to main windforce-resisting ,� system and components and cladding criteria. 1212 HM-6x6Q Wind: 140 mph,8.00 h=26.9f t, TCDL=6.0,BCDL=6.0, ASCE 7-10, 8.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.0" load duration factor=1.6, 4 4-7( End vertical(s) are exposed to wind, tiu\ Truss designed for wind loads in the plane of the truss only. M-3x4 M-1.5x3 3 M-5x6(5) 0M-5x6(S) 0.25" .25" 2 o o AI - 0 M-4x6 m 1*M-5x6 M-1.5x3 I 9s11,, ,..-.. ....11.L• �- Ip'I O o 0 11 12 13 *+7 03 M- M-3x8 M-3x8 0.25" M-1.5x3 0 M-1.5x3 F�yy/� M-5x6(S) `�`D PRQpy�-Ey a l l y y y y 1 5-06-04 5-07-04 y 6-02-07 5=09=06 6-07-01 6-09-10 25-06-04 ��'1 �c.k4GINE'e., <0 y 10-11-12 36-06 89200PE ''/ . t-- JOB NAME : NRT FRENCH 5 PLEX WITH STEP - Z2 /4th. - Scale: 0.1508 WARNINGS: GENERAL NOTES, unless otherwise epur rwtatl. ,� OREGON I.Bolder and erection contractor should be advised of al General Notes I.This design Is based only upon the parameters shown and U for an IMMldual Truss• Z2 and Warnings bebre construdhn commences. bulwing componentApplicability of design parameters and proper w--,.. •,,,,s,,,s M,� 2.2x4 compression web brodng must be Installed where shown a. Incorporehon of component is Me responsibility of the bottling designer. F •(„ (�y� p 2.Design assumes the top and bottom chords to be laterally bread el �e_ `- 3.Additional reel temporary bracing to!nude*lability during construction T o a and at 18 o,c.etch cc sly unless braced throughout their length by [ R i\ \. la the responsibility of the erector.Addtllonal permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). c l� 1.. DATE: 6/18/2016 the overall structure la the responsibility of the building designer, 3.2x Impact hedging or lateral brodng required where shown+e '.. No bad should be applied to any component until after all brodng end 4.Installationof disuse usa is the responsibility of the respedbe contractor. SEQ.: K2092300 4,amensera compleaand atnotime should any loads greater man 6.Design assumestrussesaretobeaeedInanen.oanoelweenvironment, aeedsloadsbeappliedtoanycomponent and are ar masfultry fan•ofata. EXPIRES: 12/31/x2017 TRANS ID: LINKB.Design mammas ful bearing at el upports shown.Shim or wedge if ' S.CompuTNs has no control over and assumes no roaponslblllly for the necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage la prodded. June 20,2O 16 B.This demgn b furnished subject to the limitations est forth by B.Plates ally be heated on both faces of truss,and placed so their center TPWYICA in SCSI,copes of which will be furnished upon request. Ines coincide vAm loin center lines. 9,Digits Indhate else of plats in Indus. MITek USA,Inc./CompuTrua Software 7.6.7(1L)-E II.For boric connecter plate design values see ESR-1311,ESR-igen(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TC: 209 KDDF CATIOR TRUSS SPAN 36'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 209 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( -80) 96 14-15=(-238) 1178 1-19=( -119) 79 8-21=( -272) 738 WEBS:: 2x9 KDDF STAND SPACED 24,0" O.C. 2- 3=(-1624) 981 15-16=(-306) 1702 19- 2=(-1832) 434 21- 9=( -569) 309 LOADING 3- 4=( 0) 0 16-18=(-3D7) 1702 2-15=( 0) 464 9-22=( -712) 201 TC LATERAL SUPPORT <= 12"OC. UON. 3- 5=(-1308) 451 17-19=( 0) 0 15- 3=( -162) 608 11-22=( -137) 583 BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PUP 5- 6=(-1879) 606 19-20- DL ON BOTTOM CHORD = 10.0 PSF =( -3) 16 15- 5=( -907) 261 12-23=( 0) 315 6- 8=(-1938) 589 21-22=(-307) 1356 16- 8=( 0) 31 23-13=(-1143) 994 TOTAL LOAD = 95.0 PSF 7- 8=(-1938) 586 21-22=(-307) 1572 5-18=( -309) 164 23-13=( -143) 94 NOTE: 2x9 BRACING AT 29"OC DONNOT FOR 8- 9=(-1917) 687 22-23=(-279) 1160 6-18=( -379) 272 ALL xTBPCINGD TR2COT N. FORED LL = 25 PSF Ground Snow (Pg) 9-11=(-1341) 490 -T-TO- -AR- 19-18=) 0) 68 BOTTOM CHORD CHECKED FOR A 20 POP LIMITED STORAGE 11-12=( 9) 2 18-27-) -167) 1170 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=(-1-90) 502 18- 7-) -251) 1088 12-13=( -90) 119 20- 7=) -251) 720 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. " For hanger specs. - See approved plans 20- 8=( -759) 369 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) 0'- 0.0" -256/ 1643V -309/ 308H 5.50" 2.63 KDDF ( 625) 36'- 6.0" -255/ 1692V 0/ OH 5.50" 2.63 KDDF ( 625) 7-06-12 2-03 7-06-03 7-06-03 2-03�( 9-09-19 ,f f3-03-021-11-08 .f 5-00-11 3-09-06 0-05-11 9-08 3-09-08 0-01102 -07-04 T 3-10-09 if 2-03fff 4-03-03 f '( OND. 2: Design checked fox net(-7 psf) uplift at 24 "oc spacing. I '�'� VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 7-04-01 MAX LL DEFL = 0.093" @ 12'- 0.5" Allowed = 1.779" 'f f9-02-03 MAX TL CREEP DEFL = -0.185" @ 12'- 0.5" Allowed = 2.372" 12 12 IIM-6x6 8.00 8 00 12 12 MAX HORIZ. LL DEFL = -0.039" @ 36'- 2.5" 6 , 7 Q 6.00 8,00 MAX HORIZ. TL DEFL = 0.064" @ 36'- 2.5" e`\ Design conforms to main windforce-resisting system and components and cladding criteria. M-3x4 M-1.5X3 Wind: 190 mph, h=15ft, TCDL=6.0,BCrDL=6.0, ASCE 7-10, M-9x6 14M-1.1..5X3, 1 6 M-5x6 (A11 xeighns>, enclosed, can.2, exp.e, Mweas(Dir), 3 9 1r IM-4X6 load duration factor=l.6, ilk 1 End ver ti cal(s) are exposed to wind, Truss designed for wind loads M-3X6 in the plane of the truss only. 2 M-3x6 z M-1.5x3 o ,,_ , „„,,,,M-1.5x3 Nfi- g p 19'7,-* 15 11: 18 I M-3x5 M-3x8 N •�` ,, M-1.5x3 t 1R-58c8 20 3 22 *93 �N M-3x8 0.254 M-3x8 M-3x5 M-1.5x3 M-5x6(S) l l )' J. ) l ) ) l J, 6-10-14 2-09-6503-y3-12 5-02-07 7-02-11 3-01-15 8-09-07 J' 10-11-12 25-06-04 l ,<� u p1LFP s l 0 y � �yGi1V �R '/Q 11-11-12 1-00 24-06-09 l l 36-06 89200PE r JOB NAME : NRT FRENCH 5 PLEX WITH STEP - Z3 ,010°C--- Scale: 0.1352 WARNINGS: GENERAL NOTES, antes otherMae noted. '4. ,y Truss: Z 3 1.Budder and erection contractor should be advised of al General Notes 1.This design Is based only u theOREGON [,( and Wammgs before construction commence. builds Pon parameters par shown and Is for Individual f'-. building component.Appllablllly of design parameters and proper ted✓ 2.2x9 compression web bracing must be Installed where Moven+. Incorporellon of component la the responsibility of the building designer. a 3.Additional temporary homing a Insure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced at /) -7 1 A `� DATE: 6/18/2016 Is the respom1bldty of the erector.Additional permanent bracing of To.c.and a10'oc,respectively unless breadthroughoutrdry langur by �/ 9 ��. the overall structure la the responsibility of the building designer. continuous Imtsheathing such lateral b pywg re aired where shown and/or tlrywaA(BC). M,� ��� SEQ. : K2092301 4.No bad should be applied to any component until after all bradn d 4.Istmpactci trussing or thpredngty oft he whereivrota gen 4. egntas ofWaris es responsibilityto beueofintrespective weMctor. /deign lo aro complied and at eto time should any loads greater than 5.andDesignrassumes ys imsaea era toes used In a nonaorroaNa environment, TRANS ID: LINK ddalgnbeaabc,ppnedtoany wmponent. anaarefor°arywnenron°oruse. B.CompuTms has no control over and assumes es reepoaibllily for the 8.De egn assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2017 fabdudon,handling,shipment and installation of components. ry' GAr I�� L 31 7r!11 1`} 8.This design le furnished subject b the limitations set forth by U.Design assumes adequate drainage is provided. L J 1 7 L'1! 7 TPWJTCA n SCSI.wpbs of which wed be(wished upon request. 8 lines lsc nide Mth joint center lines shall be located on both s.of Inas,and placed so their center June 20,2016 MITek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 9.Digits indicate sire of plate In Nebo,. B.For basic connector pate design values see ESR-1311,ESR-1988(MITek) TPachisificLdesign prepareandd fromTruss-BC computer input by umber TRUSS SPAN 36'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF N16BTR LOAD DUSPAIEN I24R0ASE = 1.15 LUMBER SPECIFICATIONS 1- 2=1 -80) 96 14-15=1-190) 1194 1-14=1 -119) 83 8-21=1 -555) 770 SPACED 29.0" O.C. 2- 3=(-1629) 662 15-16=(-302) 1725 14- 2=(-1832) 639 21-10=1 -601) 573 BC: 2x4 KDDF STANDR 3- 4=(-1308) 588 16-18=1-302) 1725 2-15=1 -84) 462 10-22=( -711) 155 WEBS: 2x9 KDDF STAND LOADING 3- 5=1 0) 0 17-19=1 0) 0 15- 3=1 -230) 608 11-22=( -209) 587 LL( 25.0)+DL( 10.0) ON TOP CHORD= 35.0 PSF 4- 6=1-1879) 858 19-20=1 -3) 17 15- 4=1 -907) 404 22-12=1 0) 359 TC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1993) 1045 20-21=1-221) 1356 16- 4=1 0) 31 12-23=1-1858) 747 BC LATERAL SUPPORT <= 12"OC. DON. TOTAL LOAD = 45.0 PSF 7- 8=1-1438) 795 21-22=1-395) 1572 4-18=1 -332) 240 23-13=1 -170) 202 8-10=(-1920) 1076 22-23=(-473) 1160 6-18=( -381) 280 LL = 25 PSF Ground Snow (Pg) 9-11=1 0) 0 19-18=1 0) 68 NOTE: 2T9 OPACIOR AT EASOC TO S. FOR 10-11=(-1358) 806 18-20=1 -167) 1174 ALL FLAT TOP CHORD AREAS NOT SHEATHED 18- 7=( -507) 1115 _________ BOTTOM CHORD CHECKED FOR A E0 FIE LBYITEC 20O2AGE 12-13=(--105) 148 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=1 -105) 148 20- 7=1 -442) 742 8=1 -782) 551 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA "" For hanger specs. - See approved plans LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -256/ 1643V -376/ 324H 5.50" 2.63 KDDF ( 625) 36'- 6.0" -357/ 1642V 0/ OH 5.50" 2.63 KDDF ( 625) 17-03-15 19-02-01 3-03-02 1-00-08 5-00-11 3-00-06 2-10-07 4-08 OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. 3-09-08 T -05-18 .-'106-f2 3-10-09 0 0 4-01-07 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 f 1' 1' ` MAX LL DEFL = 0.112" @ 24'- 10.1" Allowed = 1.779" I MAX TL CREEP DEFL = -0.185" @ 12'- 0.5" Allowed = 2.372" 7-09-01 IIM-6x6 12 12 MAX HORIZ. TL DEFL = 0.065" @ 36'- 2.5" 12 128.00 Q 8.00 8.00 8.00 6.0" Q Design conforms to main windforce-resisting ��\ system and components and cladding criteria. M-1.5x3 ilk Wind:4 ..M_3X4I�Sx6 Al( l Heights), Enclosed, Cat.2, Exp.e, MWFRS(Di r), 6 load duration factor=1.6, M-4X6 End vertical s) are exposed to wind, M-9x6 1 Truss designed fox wind loads 3 �„ in the plane of the truss only. M-3x62 to,k24-3x6 0 rn M-1.5x3 M-1.5x3 �� I ~3 -I ' Lo N/- 19*'* 15 1 1 v 18.1 .• _-_ _ I �I o M-3x5 M-3x8 :t3 .MI 1 M-1.5x3 0 181-5�k8 M-3x8 0.2524 M-3x8 M-3x5 M-1.5x3 M-5x6(S) Jr l J, ), l ), J' Jr )' 6-10-14 2-09-1)2.00-80-12 5-02-07 7-02-11 3-01-15 8-09-07 Jr �f��d PRO Jr 10-11-12 )' J' 25-06-04 i' 66.e..V4� �C V .�C� ,' 29-06-09 11-11-12 1-00 y �� 89200PE �1` y 36-06 JOB NAME : NRT FRENCH 5 ALEX WITH STEP - Z4 '�' Scale: 0.1352 am, . •4i A'• Ct- WARNINGS: GENERAL NOTES, unlessotherwlse noted • OREGON y ��f :. 1.This da n Is based only upon the parameters shown and la for an individual +� t.ender and erectionaR,contredor anode be ncee.d of e8 General Notes Wilding component.A teebll of design parameters and r t�i(l\i n�� Truss: l 4 end Warnings afore court action commences. g aampof component PP th n Pareme wove 7 L Inesign a ofthe1pN the responsibility to of the ally bra edetdesigner. s 411. ].2t1 compraWon web bracing mud be Installed where ehawn+. 2,Design assume.the lop end bottom chords to be laterally bread el A' 3.Additional temporary bracing to Insure stability during construction T o.c.end N 11y on.respective unless boated throughout their length by Arth VP R �� lathe respondb8 ty of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)uMlor drywall(BC). DATE: 6/18/2016 the overall structure is the responsibility of the bulMing designer. 3.2t loped bridging or lateral bradng required where shown++ No toed should be applied to any component until after all bredng end 4.Installation of truss Is the respendblity of the respective contredor. SEQ.: K2 0 9 2 3 D 2 4.fasteners are complete and at no time should any loads greater then 5.Design ammo,tNesee are to be used In a non-conodve environment, and are for•drycondition.ofuw. EXPIRES: 12/°'�� 01 TRANS I D• LINK design baa be applied to any component. E Deep swum,full show.bearing al al supports sho .Shim or wedge if 7 5.CompuTrus hes no control over and assumes no responsibility for the neaesery. fabrication.handling,shipment end mdelletbn of components. 7.Design mimes edequete drainage is provided. June 20,2016 8.This design Is furnished sub)ed to the limitation set forth by 8.IPae coincide Wall bwith be kmated 1 n both r faces of truss,end Owed ac their anter TPNNfCA In BC81,copies of which will be furnished upon request. s. g Digits indicate dxelof plate In Inches. Mick USA,Ino./CompuTrus Software 7.6.7(1L)-E 10.For baric condor plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TC: 2x4 KDDF #16BTR TRUSS SPAN 36'- 6.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 BC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( -81) 96 14-15=(-215) 1230 1-14=( -119) 84 9-21=( -581) 784 WEBS: 2x4 KDDF STAND SPACED 24.0" O.C. 2- 3=(-1624) 801 15-16=(-472) 1764 14- 2=(-1832) 786 21-10=( -644) 599 3- 4=(-1308) 694 16-18=(-472) 1764 2-15=( -133) 464 10-22=( -715) 268 TC LATERAL SUPPORT <= 12"OC- UON. LOADING 3- 6=( 0) 0 17-19=( 0) 0 15- 3=( -301) 608 11-22=( -281) 590 BC LATERAL SUPPORT <= 12"OC. UGH. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 4- 5=(-1879) 1063 19-20=( -5) 17 15- 4=( -907) 531 22-12=( 0) 360 DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-1993) 1327 20-21=(-347) 1359 16- 4=( -2) 31 12-23=(-1858) 887 TOTAL LOAD = 45.0 PSF 7- 9=(-1438) 1005 21-22=(-549) 1572 4-18-) NOTE: 2x4 BRACING AT 24"OC UON. FOR 9-10=(-1933) 1268 22-23=(-561) 1160 5-18=( -483) 451 23-13=( -170) 202 ALL FLAT TOP CHORD AREAS NOT SHEATHED LL = 25 PSF Ground Snow (Pg) 8-I1=( 0) 0 19-18=( 0) 68 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 10-11=(-1362) 902 18-20=( -167) 1192 12-13=(--106) 974 18- 7=( -696) 1778 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=( -106) 148 20- 7=( -567) 778 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. M-1.5x4 or equal at non-structural 20- 9-) -817) 701 vertical members (uon). BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs, - See approved plans 0'- 0.0" -296/ 1643V -398/ 369W 5.50" 2.63 KDDF ( 625) 36'- 6.0" -436/ 1642V 0/ OH 5.50" 2.63 KDDF ( 625) 17-03-15 19-02-01 T 3-03-02.( .2(-07-04( 3-11-08 3-04-15.( 4-01-07 3-09-08 T 2-OS-102 1-01 03 /� 4-03 `� P-10-07� 1. 9_08 k:ND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. ffVERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 7-04-01 MAX LL DEFL = 0.128" @ 24'- 10.1" Allowed = 1.779" f .f MAX TL CREEP DEFL = -0.185" @ 29'- 10.1" Allowed = 2.372" 12 12 HM-6x6 8.00 12 12 MAX HORIZ. LL DEFL = -0.039" @ 36'- 2.5" 8.00 6 0" '8.00 Q 8.00 MAX HORIZ. TL DEFL = 0.066" @ 36'- 2.5" M-1.5x3 6 \ 6M-3x9 Design conforms to main windforce-resisting AMI I ASHNA11110-151;66...1M-4x6 system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=6.O,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat,2, Exp,B, MWFRS(Dir), M-9x6 '� load duration factor=l.6, 3 - 1 End verticals) are exposed to wind, Truss designed for wind loads M-3x6in the plane of the truss only, 2 ./ M-3x6 0M-1,5x3 m0ro �M-1.5x3o reN 14** 15 hl: go18�`-3x5M- 8 _ to o M-1.5x3 I 08-Mx8 20 22 «i3 acv M-3x8 0.25z' M-3x8 M-3x5 M-1.5x3 M-5x6(5) l y l l ) l ) ) y 6-10-14 2-09-D20B 02=12 5-02-07 7-02-11 3-01-15 8-09-07 _co pROP4' y J. J. 10-11-12 25-06-04 y L y11-11-12 1-00 24-06-04 l36-06 58 N920N PE `Sj9 ' JOB NAME : NRT FRENCH 5 PLEX WITH STEP - Z5 .- Scale: 0.1352 ��. WARNINGS: GENERAL NOTES, unbae otherwise noted p C Truss: Z S Builder and erection contractor should be advised of all General Nates This design is Dated any upon the parameters shown and b for an individual � OREGON I )a and Warning.before conatrndlon comm building component.Appnaabllfy of design parameters and proGt7 V I Y it, 2.204 compression Web bradng must be Installed where shown e. incorporation of component Is me responsibility nth.building design,ra 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chord.to be[stonily braced at /� -7 1A \ DATE: 6/18/2016 is the responsibility ollhe erector.Additional permanent bracing o! 2o.0.and at 10'o.c.reapenvely unless braced throughout their length by y' 2. the oven'structure la IM responsibility of the building designer. 2x Impact sheathing even as aplywoodcing re uired In ere s own+tlryweA(EC). � �� SEQ.: K2092303 4.No bad ehoultl be applied to any4.In talltio oftru sisterelpradngrequlreem nanown++ t:ms eh ant until lead all bradng and 4.Installation o!Wee Is the responsibilityheused o!the re carted contractor. fastener.ere complete and at no time should any mads greater than 5.Design assumes trusses Sr.to be used In a noncorrosive environment, TRANS ID: LINK design loads be applied to any companent. and are for nry condition.ofuse. 5.CampuTrua has no control over and seances no reeponaibllly for the 8.Oe egn assumes NN bearing at an supports shown.Shim et wedge If EXPIRES: 12/31/2017 Yy r}.I Iy .I'7 fabrication,handling,shipment and installation of components. wry' EXF' RES. 3L]IrGo1 f 8.This design le Unshed subject to the limitations bet forth by 7.Design assumes adequate drainage is prodded. TPVWICA m onionBCS!,on of which dill be fumisned upon request. 8.fines coincide nth Joint center linPlates shell be Foaled on both es.of trues,and placed so their tenet June 20,2016 Walk USA Inc./CompuTrus Software 7.6.7(114-E 9.Digits indleale size of plate In inches. 10.For basic connector plate design values see ESR-1311,ESR•1988(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC TRUSS SPAN 37'— 0.0" ICOND. 2: Design checked fox net)-7 psf) uplift at 29 "oc spacing. LUMBER 4PECIFICATIONS ICOND. 3: 150.00 PLF SEISMIC LOAD. I TC: 2x4 KDDF 0FBTR LOAD DURATION INCREASE = 1.15 SPACED 29.0" O.C. BC: 2x9 DF 24000E Design conforms to main windforce-resisting WEBS: 2x4 KDDF STAND LOADING system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF Wind: 190 mph, hts , t, TCDL=6.O,BCDL=6.0, ASCE 7-10, TOTAL LOAD = 95.0 PSF (All Heights)), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, LL = 25 PSF Ground Snow (Pg) End vertical(y) are exposed to wind, HOLE: 2T9 OPACIOR AT EASOC 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 1OPSF LIVE LOAD. TOP �7ote:Truss design requires continuous AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. I bearing wall for entire span UON. M-1.5x9 or equal at non—structural vertical members (oon). 1-07 18-07-09 16-09-07 T tf6-01-07 '( 08 7- -15 1-00-01-0D-00-01 5-09-15 5-08-03 6-01-07 8-00-07 4 T T T T I f 12 I T 12 M-4x6 5 6 .M-6x6 Qe.00 8.00 1:774 M18HS-5x16(5) 0.25"�� M-5x8(5) 0.25" 1°11ArmM-9x82M-4x8 1I, �M l° 1 M: ijijiilII1I Iliripplpipt...,'M-3x5 , Se 18 12 M-3x8 M-A8 0.2595 M4x6 M— x8 M-5x6 �p �� M-5x6 M-5x6(S) (G, Cf� k y y y y y y 44Co 4NGINEe? /©It 7-08-15 7-10-11 4-00-06 5-09-15 5-08-03 5-09-15 1 \ 1-06 { y1-06 37-00 7.920011„X B NAME : NRT FRENCH 5 PLEX WITH STEP — Z6FW Scale: 0.1853 t-' '''4r' JO it WARNINGS: GENERAL NOTES, unless alherwlse noted: OREGON � . 1.Builder and erection candruor sllodd be adlsed of all General Holes 1.This design building cos based only upon mponent.ent.Appllcebintthe of derameters aign parameters and proper wl and is tor an 1n0ivklual k. Truss: Z6FW and Warnings before conshudbn commences. incorporation of component Is the responsibility of the building designer. �/ e 14 A(�i 2.b4 compression web bracing moa be Installed where shsan v. 2.Design assumes the top end bottom chords to be laterally braced et /��, V _ 3.Additional temporary bracing b Insure stability during construction 7 o a end at 10'a.c.roapedbely unless braced throughout their length by _:'` .("y 1 �, Y Is the responsibility of the erector.Adliand permanent bracing at continuous sheathing such as plywood sheathing(TC)endfor drywel(SC). 7t. = DATE: 6/18/2016 the overall structure is the responsibility or the building designer. 3.2a Impact bridging or lateral bracing required where shown•• 4.No bcomponent ed should be applied to any until atter ail bracing and 4.Installation of truss C Me s•ponetbtily of the reepectNe contractor. SEQ.: K2092304 fastens are complete end et no time should any bads greater then 6.Design assumes trusses are be used h.en�arroaNe environment, 12/31/2017} ry rytry(ry and are far"dry condRlon'of use. EXPIRES: ]L/v]11GUi! TRANS I D: LINK design keds be applied to any component. 6.Design assumes full bearing at a8 supports shown.Shim or wedge If 5.CompuTrushes nocontrol over and assumes noresponsibility nte. rthe necessary. June 20,2016 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is proAded. e.This design Is furnished subject to the limitations set forth by 8.Plates shag be located on both faces of truss,and placed so their center TPINYICA in SCSI,coples or which MU be furnished upon request. lines coincide with join)center lines. 9.Digits indicate An of plate in Inches. MITek USA,Ina./CompuTrus Software 7.6.70L)E 10.For basic connector plate deNgn values see ESR-1311.ESR-1988(MITek) Symbols Numbering System A General Safety PLATE LOCATION AND ORIENTATION Notes 1 3j4" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. I I (Drawings not to scale) r�� Dimensions are in ft-in-sixteenths. Damage or Personal Injury GIbi‘ Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal orX-bracing,is always required. See BCSI. 1 .. ci-2 C2-30'/162. Truss bracing must be designed by an engineer.For 4tti1 wide truss spacing,individual lateral braces themselves AIMIllmay require bracing,or alternative Tor I _ p bracing should be considered. O U� ■ME� _ 111 U 3. Never exceed the desinadeignqloading uatelybraced shown and never 2I1-1 a For 4 x 2 orientation,locate ~ 11116 C» ce-� C5-6O 4. Providestack copies materials of on this truss design to the building trusses. plates 0-'nd'from outside BOTTOM CHORDS ~ designer,erection supervisor,property owner and all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE 6. Place plates on each face of truss at each required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locationsoint and are emLregulaed lt d by ANSKnots I/TPI 1 e atjoint connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from *Plate location details available in MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. software or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 10.Camber is a non-structural consideration and is the to slots.Second dimension is responsibility of truss fabricator.General practice is to 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 LATERAL BRACING LOCATION indicated are minimum plating requirements. 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: i� SYP represents values as published in all respects,equal to or better than that �� Indicated by symbol shown and/or by AWC in the 2005/2012 NDS specified. by text in the bracing section of the 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. w-- 15.Connections not shown are the responsibility of others. Indicates location where bearings / (supports) occur. Icons vary but 16.Do not cutor alter truss member or plate without prior approval If/ reaction section indicates joint 1 ©2012 MiTek®All Rights Reserved aof an engineer. / ® number where bearings occur. Min size shown is for crushing only. In MIN lo 17.Install and load vertically unless Indicated otherwise. Mil` 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all portio (front Plate Connected Wood Truss Construction, and pictures)beforensof use.this design Reviewing picturesback,alone words DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, i1'eke Guide to Good Practice for Handling, 20.Design assumes manufacture in accordance with Installing&Bracing of Metal Plate ANSI/TPI 1 Quality Criteria. Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013