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Plans (46) ADDRE # PERMIT S MINI _¢n 9.1 MST2017-00059 13370 SW Beach Plum CLOSED 9.2 MST2017-00060 13380 SWS Beach Plum MI 9.3 9.4 MST2p MST2017-00061 13394 SW Beach Plum 17-00062 13404 SW Beach Plum Mlie IC 9'5 MST2017-00063 13410 SW Beach Plum MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Re: PL16 321 UPPER Telephone 916/676-1900 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: R47865059 thru R47865073 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. <<"c.0 PR6 �� (., NINEc G9 �'j02 87022PE 9<" m cJ - fiAT OREGON (19 ll/ -P�'pccM8ER Al QUO S Al. HERS 7, E 'IRE :06/30/20 7 July 15,2016 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. b Truss TN33 Type Qty Ply POLYGON R47865059 IL 2 1 PL16.321 UPPER F01 Floor Job Reference footionall 7.640 s Apr 19 2016 MiTek industries,Inc.Fri Jul 15 12:16:50 2016 Page 1 Pacrtic LumberB Tmss Co.. Beaverion,Oregon ID:SeV?tdjYiIZOX2xysiFDVpzsmUO-4bMd6EPAuMa5jkesPVixuFKKiePz?Kid?pxlxMyxoFZ 1-9-12 I 2-6-0 Scale=1:18.2 3x4= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 4 5 1 2 3 � eP 7 3x5= 3x4= 3x4= 9-8-4 1 9-6-12 o-1 PLATES GRIP LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Lid TCLL 40.0 Plate Grip DOL 1.00 TC 0.17 Vert(LL) -0.01 7 >999 480 MT20 220/195 BC 0.16 Vert(TL) -0.06 6-7 >999 360 TCDL 10.0 Lumber DOL 1.0S WB 0.17 Horz(TL) 0.01 6 n/a n/a BCLL 0.0 Rep StressWeight:47 lb FT=0%F,50%E BCDL 5.0 Code IBC2012 YES/TPI2007 (Matrix) BRACING- TUMBER- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except TOP CHORD 2x4 DF No.1&Btr(flat) end verticals. BOT CHORD 2x4 DF No.18Btr(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std(flat) REACTIONS. (Ib/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. �co tIG N r9 /0 cr 870 2PE r g. '(--v NSA OR N ti �H -7 "(I ER \�, A. HE EXPIRES:06/30/2017 July 15,2016 AWARN/NG-Verity design Parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIL7473 rev.10/07/2015 BEFORE USE. - Design valid for use only with MRekin connectors.This design is based only upon parameters shown,and is for an individuaill bu�diineg'ccompon a overall MiTek,. nt,not a truss system.Before use,the bulding designer must verify the applicabilty of design.parameters and properly incorporate and building design.Bracing indicated 0 to prevent buckling of-individual truss webs a d mord members only.Additional geeral temporary em oe�gardpg the nent bracing Lane 0 always required for stability and to prevent collapse with possible personal injury properly Suite 109 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria.DSI-89 and SCSI building Component 7777Cirr7s Greenback bta.CA 95610 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Job Truss Truss Type Qty Ply POLYGON R47865060 PL16-321_UPPER F02 Floor 12 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon - - -7.640 s Apr 19 2016 MiTek Industries,Inc.Fri Jul 15 12:18:50 2016 Page 1 ID:SeV?tdjYiIz0X2xysiFDVpzsmUO.4bMd6EPAuMa5jkasPVir.)Fv.xceNO?Gtd?pxlxMyxoFZ I 0-9-4 I 2-6-0 I Scale:1/2"=1' 1.5x3 II 4x8= 1.5x3 II 3x4= 1.5x3 II 3x5= 1.5x3 I I 1 2 34 5 6 7 1 e e —+ 0 ye e e e - 11` 10 9 1 4x4= 4x8 = 3x8= 3x5= 0-11-8 - 13-9-4 o-1--$$ 13-7-12 I Plate Offsets(X,Y)- 111:Edue,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) 1/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.18 Vert(LL) -0.04 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.26 Vert(TL) -0.09 8-9 >999 360 BOLL 0.0 Rep Stress Incr YES WB 0.42 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight 67 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc 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. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=1028/0,3-4=1028/0,4-5=1282/0,5-6=-1282/0 BOT CHORD 10-11=0/323,9-10=0/1326,8-9=0/834 WEBS 6-8=-973/0,6-9=0/523,4-10=349/0,2-10=0/822,2-11=680/0 NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8. 3)Recommend 2x6 strongbacics,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. -- - Ica R OFen c?``a� ..AGPEF,9 `r�o � 87022PE 9r N -- -y "Cj, OREG N ti� <U/ �O ' 41 ERS\ rO �`S A. HO; EXPIRES:06/30/2017 July 15,2016 __ I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10103/2015 BEFORE USE. Design valid for use only with M7ek®connectors.This design is based only upon parameters shown,and is for an individual building component,not " a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' - is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Qually Crleria,DSS-85 and SCSI Building Component 7777 Greenback Lane Safely Informallon available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heghts.CA 95610 Job Truss Truss Type Qty Ply POLYGON R47865061 PL16-321_UPPER F03 Floor 22 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon -. .. - _ - 7.640 s Apr 19 2016 MiTekindustries,-Inc.Fd Jul 13,12:1341's_0-6,P.age I - ID:5eV'?tdjY Iz0X2xysiFDVpzsmU O-Ynw?JaPoffiyLt92zC DAUTti12j2kk0m D Sh5ToyxoFY I 2-1-4 I 2-6-0 I Scale=1:26.3 1.5x3 II 4x6= 1.5x3 II 3x4= 1.5x3 II 3x8= 1.5x3 II 1 2 3 4 5 6 7 ii 0 o e 0 m i I 7 41411144111141.411111.1444404% - . e e e 17 10 9 8 3x5 = 4x8= 3x8= 3x5= 0-1118 15-1-4 I -8 14-11-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.18 Vert(LL) -0.06 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.30 Vert(TL) -0.10 8-9 >999 360 BCLL 0.0 Rep Stress Ina" YES WB 0.36 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:71 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/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. ,q1/4t0 PR Qi �� G� F s/O � � .71.._...... � 9 cc 87022PE r 5N N . T‘'`, �qT OREG•N qQ.O OIL 96'A � OS ABER. HEA'‘'\ EXPIRES:06/30/2017 July 15,2016 4 4 MHO ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/032015 BEFORE USE Design void for use onlywith Mitek®connectors.This design is based only upon parameters shown,and is for an individual budding component,not a truss system.Before use;theibuilding designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indioated-is-te prevent>bucklingof-tndividoaltruss web and/of choid-members only.Additional temporary and permanent bracing ' e— — "I`— ' ` "'' ' is always required for stability and to prevent colapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery.erection and bracing of trusses and truss systems,see ANSI/M1 QuaBy Criteria,D56-89 and 6CSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heigtits.CA 95610 Job Truss Truss Type Qty Ply POLYGON R47865062 PL16.321_UPPER F04 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co.. Beaverton,Oregon 7.640 s Apr 19 2016 MTek Industries.Inc.Fri Jul 15 12:18:51 2016 Page 1 I D:5eV?tdjYi IzOX2xysiFDVpzsm UO-Ynw?JaPoffiy Lt92zC DAUTtiO2kpkjsmDShsToyxoFY Q-41 2-6-0 Scale=1:23.2 5x8 = 1.5x3 II 1.5x3 II 3x4 = 1.5x3 II 3x5 = 1.5x3 II 1 2 3 4 5 6 7 e i // 0 ab 11 10 9 8k 5x5= 4x8= 3x6= 3x4= 0-14, 0-14, 13-4-0 13-2-8 Plate Offsets(X,YI— r11:Edge,0-1-81 LOADING(pst) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.18 Vert(LL) -0.04 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.25 Vert(TL) -0.08 8-9 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.43 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/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. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-899/0,34=899/0,4-5=-1219/0,5-6=-1219/0 BOT CHORD 9-10=0/1230,8-9=0/802 WEBS 6-8=936/0,6-9=0/486,4-10=387/0,2-10=0/855,2-11=670/0 NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. PR �-�ED OFFss � �N�'NE�'`'' /02 ,,4!•:., 870 2PE f9T N 7 SAT OREGON $-P AC/ 90 AMBER1� OS A- HE��P EXPIRES:06/30/2017 July 15,2016 1 A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M/1-7477 rev.101072015 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,not1101 'p a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall :building design.Bracing indicated Is to prevent buckling of individual truss web and/or chord members only:Additiohaltemporary and permanent bracing ie M -. - is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the inti 1 R fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/f911 QuaNy Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Suite 109 Citrus HeiaMs.CA 95610 Job Truss Truss Type Qty Ply POLYGON R47865063 PL18-321 UPPER F05 FLOOR GIRDER 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon - 7.640 s Apr 192016 MiTek Ini:.,trc;;.le-Fri Jul 15:12:16:51 2019 Page 1 I D:5eV?tdjYilz0X2xysi FDVpzsmUO-Ynw?JaPoffiyLt92zCDAUTtbJ2hh khxmDShsToyxoFY 1-10-4 I 2-6-0 I Scale=1:25.7 3x4 II 4x10= 1.5x3 II 3x4= 1.5x3 II 4x10 = 3x4 II 1 12 2 13 3 14 4 15 16 5 17 6 18 19 7 e e e e 0 e a 0 e X 10 9 4x8= 4x10 = 4x8= 4x8= I 15-1-4 I 15-1-4 Plate Offsets(XV)— 11:Edoe,0-1-81.18:Edae,0-1-81.f11:Edge,0-1-81 LOADING(pst) SPACING- 1-0-0 CSI. DEFL. in floc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.63 Vert(LL) -0.09 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.45 Vert(TL) -0.15 9-10 >999 360 BCLL 0.0 Rep Stress Ina NO WB 0.56 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.18Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.18Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=1041/0-5-8,8=1101/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-13=-2216/0,3-13=2216/0,3-14=-2216/0,4-14=-2216/0,4-15=-2304/0,15-16=2304/0,5-16=2304/0, 5-17=2304/0,6-17=2304/0 BOT CHORD 10-11=0/1276,9-10=0/2512,8-9=0/1583 WEBS 6-8=-1836/0,6-9=0/841,5-9=-281/0,4-10=344/0,3-10=363/0,2-10=0/1098,2-11=1617/0 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)264 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 118 lb down at 14-2-15 on top chord. The design/selection of such connection device(s)is the responsibility of others. 3)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live Uniform Loads(PI=a(balanced):Lumber Increase=1.00,Plate In«ease=1.00 �`��G PR()Pk.' 51 V Concentrated Loads(Ib) 2 Vert:6=112(F)3=-112(F)12=117(F)13=264(F)14=112(F)15=112(F)16=-112(F)17-112(F)18=152(F)19=118(F) mac• 87022P; •9c i +NPv ' , 0-0, OR GON q, , 9O �MSER ° OS da. He?, EXPIRES:06/30/2017 July 15,2016 I I H WARNING•Verify design parameters and READ NOTES ON TMS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 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.Before.use..the building designer must verify the applcability of design parameters and properly incorporate the design into the overall �;p{,��.7 --bunging deiign.:Bracing�indicated:issto prevent-buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing ,a. . -r1Y[I IC.R o i.s . r is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,derrvery.erection and bracing of trusses and truss systems,see :ANSI/TPI1 Qualty Weft,DSS-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 Heiohts.CA 95610 Job Truss Truss Type Qty Ply POLYGON PLIe-321_UPPER F06 FLOOR GIRDER 847885064 2 i4ITruss Co., Beaverton.Oregon Job Reference((optional)Pacific Lumber& 7.640 s Apr 19 2016 M?ek Industries,Inc.Fn Jul 15 12:18:52 2016 Page 1 ID:SeV?tdjYIz0X2xysiFDVpzsmUO-0_UNXVQQQzgpzl kFXvkP1 gQttS4lTCtw56QPOFyxoFX 1-10-4 I 2-9-0 I Scale=1:25.7 3x4 II 3x5= 1.5x3 II ® 2 �x4= 1.5x3 II 3x4= 3x4 I I 3 e 5 6 7 e e a5 0 ---'V- 4111114141111111144111%111111111111114111 e5 c Is. �. e 10 9 ...v.- 3x6 = 3x6= 3x6= 3x6= 15-1-4 Plate Offsets(X,Y)— f1:Edoe,0-1..1 15-1-4 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (lac) Vdefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.13 TCDL 10.0 Lumber DOL 1.00Vert(LL)Vert(T -0.04 9 9 >999 480 MT20 220/195 BCLL 0.0 0.20 ) -0.071 8-9 >999/a 360 n/a Rep Stress Ina 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- TOP CHORD 2x4 DF No.1&Btr(flat) BRACING- BOT CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except WEBS 2x4 DF Stud/Std(flat) end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=408/0-5-8,8=408/0-5-8 Max Uplift 11=-122(LC 6),8=122(LC 7) Max Gray 11=487(LC 3),8=487(LC 2) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-262/262,2-0=957/163,3_4=957/164,4-5=1006/150,5-6=-1006/150, 6-7=-348/348 BOT CHORD 10-11=251/634,9-10=144/1068,8-9=-229/734 WEBS 6-8=-858/275,6-9=304/615,4-9=411/388,4-10=432/373,2-10=293/674, 2-11=730/221 NOTES- 1)Unbalanced floor live loads have been considered for this design, 2)Provide mechanical connection b . 1.,,1_ ., , .... )taint 8. of-withstanding-1 2 ID UMW Ai-Joint 11 and 122 Ib upllTf at 3)This truss has been designed for a total drag load of 2000 lb.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 15-1-4 for 132.4 Of. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. <('1i,,ED PROpe ��c.. �NGINEF'9 S/o2 87022PE r N y fiAj,OREGO rP 4� �0 $‘41 0,-,v .O OS A. HER�A EXPIRES:06/30/2017 July 15,2016 aul®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev,10/03/2015 BEFORE USE. I Design valid for use only with MTek®connectors.This design is based onlyupon .a:truss.system.Before use,.the building designer must verify the applicability of design parametersrameters rsand p isprterly r an individual budding component,theo not es > ^:;building design.Bracing indicated Is to prevent buckling of individual tons web and/or chord membersonPy.Additionaa incorporate design into the overall b always required for stability and to prevent collapse with possible personal injury and property temporary and the permanent bracing . -., _:a._■F!p �. fabrication,storage,delivery,erection and bracing of trusses and truss systems,see /TPI1damage.Cear general guidance regarding the w77[ Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VAg223114.Crifeda,DSB-89 and BCSI Building Component 7777 Greenback Lane Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R47865065 4 1 PL16-321 Floor UPPER F07 Job Reference(optional) _ 7.640 5 Apr 192016 MEek'.Industries,Inc.Fri Jul 15 12:18:52 2016 Page 1 Paclk LumbeF6TNss co., - Beaverton,Oregon ID:SeV'�1djYiIzOX2xysiFDVpzsmUO-0_UNXvQQQzgPzlkFXvkP1gDtES6gTGEwS6QPOFyxo FX 0-11-4 I 2-6-0 I 1.5x3 II Scale=1:11.3 3 1 1.5x3 II 2 3x4= HINt // 5 n. 3x4= �1- 3x4= 1 3-8-4 I 3-6-12 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP LOADINGCLL (0. SPACING-teGrip1-7-3.0Vert(LL) 0.00 5 "'"" 480 MT20 220/195 TCLL 40.0 Plate Grip DOL 1.00 TC 0.17 -0 02 4-5 >999 360 Lumber DOL 1.00 BC 0.07 Vert(TL) TCDL 10.0 WB 0.04 Horz(TL) 0.00 4 n/a n/a BCLL 0.0 Rep Stress Inc( YESWeight:20 lb FT=0%F,50%E BCDL 5.0 Code IBC2012/fPI2007 (Matrix) BRACING- TTOP CHORD Structural wood sheathing directly applied or 3-8-4 oc purlins, except TOOMBER-P CHORD 2x4 DF No.t&Btr(flat) end verticals. BOT CHORD 2x4 DF No.1&Btr(flat) BOT CHORD Rigid ceiling directly applied or 10-.0-0 oc bracing. WEBS 2x4 DF Stud/Std(flat) REACTIONS. (lb/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. '�< c PRQFFss Ca �c . �NGI NEfiR 109 cc 870 2PE f r 5. NSA OREGON (yam Q�N ��on' BER \��P� A. He EXPIRES:06/30/2017 July 15,2016 I _ I _ A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 rev.101032016 BEFORE USE. Design yard for use only with MTekg connectors.This design is based only upon parameters shown,and is for an individual building component,not N. r. !� -' aJcusssysfem..Before use.the building designer.must verify the applicability of design parameters and properly incorporate this design into the overall {Yi��k*. __ -viesbuitdingdesignr9rdcing=indicated o to prevent buckling of individual truss web and/or chord members only.Additional general temporary-and em orary andm9 me nenhbratan9-_'-. `3",uw is always required for stability and to prevent collapse with possible personal injury and property damage. g Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TIM Quality Criteria,D59-89 and SCSI7777 Greenback Building Component 77 Safety InformallOn available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON PL16.321 UPPER F08 R47865066 Floor 14 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon . .. • "' -- -7.640 s Apr 19 2016 MTek Industries,Inc.Fri Jul 15 12:18:52 2016 Page 1 - ID:SeV?tdjYilzOX2xysiFDVpzsmUO-0_UNXvQQQzgpzl kFXvkPI gQsiS7?TG5wS6QPOFyxoFX 1 2-6-0 I 0-11-12 1 1 0-6-12 Al= 1 1.5x3 II 2 3x4 = 3 3x4 II 4 Scale=1:11.2 0 /_ Z N 7 5 1.5x3 II 3x4= 4x6 = 3-10-4 1 3-7-4 -a 3-7-4 0-1-8 Plate Offsets(X,V)— 14:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.21 Vert(LL) 0.00 7 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.06 Vert(TL) -0.01 6-7 >999 360 BCLL 0.0 Rep Stress Ina 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. . - .. -.• .. elf tlw buss cies noted aslfo7)C(Fj o►-NWi(8). 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 Concentrated rt:4 125(F)) \�'\CQ'NG NE' , <rf� R 2 `C" $7022PE 9r y �qT OREGO rio �ti 'POrs AMBER �1 �O S A A. Heck EXPIRES:06/30/2017 July 15,2016 f REFERENCE PAGE MI4747J rev.fOPoJlL015 BEFORE USE.-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER Design valid for use only with Mick®connectors.This design is based only upon parametersshown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design paroMtrfers and properly incorporatethis design intothe overall bd8dtng design.Bracing indicated is to prevent buckling of individual truss web and/or chordmembers only^Additional temporaiy.ondpermanent bracing 'Mk iTe ' is always required for stability and to prevent collapse with possible personal injury and properly damage.For general guidance regarding the fY8 R. fabrication,storage.;delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI Building Component -. 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Sale 109 Citrus Heiohls.CA 95610 Job Truss Truss Type Qty Ply POLYGON R47865067 PL16-321_UPPER F09 Floor 15 1 Job Reference lootionall Pacific Lumber&Truss Co., Beaverton,Oregon " --` 7.640 sApr 19 2016 MiTek Industries,Inc.Fri Jul 15 12:18:53 2016 Page 1 I D:SeWtdjYitzOX2xysi FDVpzsmU 0-UA2mkFR2BHygaBJRSdFeZuy 1 XsTVCjG3hmAzYhyxoF W 1 2-6-0 1 0-5-12 1 1 0-6-12 41x41= 1 1.5x3 11 2 4x4= 3 3x4 II 4 Scale=1:11.3 J - . rb ; / r K \ •7 s5 1.5x3 II 3x4= 4x6 3-4-4 I 3-1-4 3-1-41- I 0-8-4 I 8 0-1-8 Plate Offsets(X,Y)- I4:0-1-8,Edoel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.20 Vert(LL) 0.00 7 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.04 Vert(TL) -0.01 6-7 >999 360 BCLL 0.0 Rep Stress Ina NO WB 0.06 Horz(TL) 0.00 6 n/a n/a Weight:27 lb FT=0%F,50%E BCDL 5.0 Code IBC2012/TPI2007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 4-0-8 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 7=102/Mechanical,6=368/0-6-0 Max Gray 7=129(LC 3),6=368(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)125 lb down at 3-11-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:5-7=-8,1 =80 �EPR QfF Concentrated '\((' G Ss Vert:4�125(F) 3Ns /� ,� R 2 -57 87022PE / N N 7 SAT OREGO (1,Q' i 'Cl %'iBER P‘ � S A. H - Ck EXPIRES:06/30/2017 July 15,2016 , ®WARNING-Verily design parametersand READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI47473 rev.10/03/2015 BEFORE USE 14111 Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for arr individual building component,not . -a tarsi system.Before use..the bulding designer must verify the applicabl5ty of design parameters and properly incorporate this design into the overal �'��„ -",-.c..,.,-,- N x,buldtrtig design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bp:Icing 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/711 Quality Criteria, 7777 109 GreDSB-89 and SCSI Building Component 7777 Gre Solely Iniormaflon available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON PL16-321_UPPER F10 Floor e 1 R47865068 Pacific Lumber 8 Truss Co:; Beaverton,Oregon '•--- — Job Reference(ODtI00aInd11 7.640 5 Apr 19 2016 MTek ustries,Inc.Fri Jul 15 12:18:53 2016 Page 1 ID:SeV?tdjYi 1z0X2xysi FDVpzsm UO-UA2mkFR2BHygaBJRSdFeZuy2ysTNCjM3hmAzYhyxoF W 0-5-4 2-6-0 I 1 1.5x3 II 2 4x4= 3 1.5x3 II Scale=1:11.3 //1 5 4x4= 3x4= (}1-, 32-4 I d1 3-0-12 Plate Offsets(X,Y)-- 15:Edae.0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) Vdefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.17 Vert(LL) 0.00 5 "" 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.05 Vert(TL) -0.01 4-5 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) 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. •\ti1�EO PROic co �\AGIN 44 2 8 • 2PE -7� -,p� �OREGO ti <(i 0 MBER r' ms`s A. HEC"` EXPIRES:06/30/2017 + July 15,2016 p^x: ®WARNING-Verifydesign parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 1111-7473 rev.10/032015 BEFORE USE. ana=t^ • _ Design valid for use only with M7ek®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 paran .a aefemnd property incorporate this design into the overall _ building design.Bracing indicated B to prevent buckling of individual truss web andforcbatbroseoobemonj1, Additional temporary and permanent bracing p is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the illiiTek" ' fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/119l Qualty Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safely Informallon available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type rty Ply POLYGON R47865069 IPL76-321 UPPER F11 Floor 1 Job Reference(ootional) -- Pacific Lumber 8 Truss Co., Beaverton,Oregon • 7.640 s Apr 19 2016 MTek Industries,Inc.Fri Jul 15 12:18:53 2016 Page 1 ID:SeV?tdjYIz0X2xysiFDVpzsmUO-UA2mkFR2BHygaBJRSdFeZuy2osPbCe03hmAzYhyxoF W I 1-11-4 I 2-6-0 I Scale=1:26.0 1.5x3 II 4x6= 1.5x3 II 3x4 = 1.5x3 II 3x6= 1.5x3 II 1 2 3 4 5 6 7 s _ y _ - 7/'.-4111.14141414414444141414411411414114114ke` -.41.1 .' '1444114141141141111444.141111111111111141116' n 0 dr e kJ 1r1 10 9 3x5= 3x5= 4x8 = 3x8= 01 14-11-4 I 0.1-8 14-9-12 LOADING(psf) SPACING- 1-7-3 CSI DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.18 Vert(LL) -0.06 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.29 Vert(TL) -0.10 8-9 >999 360 BCLL 0.0 Rep Stress Inc- YES WB 0.37 Horz(TL) 0.02 8 n/a n/a Weight:71 lb FT=0 hF,50%E BCDL 5.0 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 purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=651/0-1-8,11=651/0-1-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1369/0,3-4=-1369/0,4-5=-1452/0,5-6=-1452/0 BOT CHORD 10-11=0/748,9-10=0/1583,8-9=0/919 WEBS 6-8=1072/0,6-9=0/622,2-10=0/725,2-11=945/0 NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8,11. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 'Sr c.O PROFcon rN,� oNG,INEF9 X02 87022PE lir N CC\A OREGO eo 4/ IV ��On SER 1\ Pry A. HE EXPIRES:06/30/2017 July 15,2016 I limn- ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1411-7473 rev.10/032015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parametersshown,and is for an individual budding component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall - 1,111111* ,MT l�K+ building': design.Bracing indicated is to prevent buckling of individual truss web and/or chord membersonly.Additional temporary and permanent bracing is always required for stobitity and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the 7777 Greenback Lane fabrication.storage;delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Qualify Criteria.DSB-89 and ICUBuilding Component _. 7 7 109 Greenback Safely Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Sui a Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R47865070 PL16-321_UPPER F12 Floor 24 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon ' - - '.. 7.640 s Apr 19 2016 MiTek Industries,Inc.Fd Jul 15 12:1-8:54 2016 Page i - " . I D:5eV?tdjYi lz0X2xysi FD Vpzsm UO-yMc8ybShya4XCLudeKmt65VDgGn Ux6mCwOvW47yxoFV 1 0-10-0 H I 2.6-0 Scale=1:19.7 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 4x4= 2 3 4 5 6 e o- ._ L° i: \- o e e 1" 98 1 4x5= 7 3x5= 1.5x3 II 3x4 = I 11-4-0 I 11-4-0 Plate Offsets(X,Y)— 11:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.18 Vert(LL) -0.02 8 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.19 Vert(TL) -0.07 7-8 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.30 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:56 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.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. eco140'- PR�FFOn c25 �NGINEE �O 2 87022PE 9f N cv 7 �Al, OREGSN co �4 1' EMBER �1 �Q �S A. HE EXPIRES:06/30/2017 July 15,2016 4, 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10193!2015 BEFORE USE. T Design void for use only with M7ek®connectors.This design is based only upon parameters shown,and is for an individual budding component,not _ a truss system.Before use,the building designer must verify the applicability of design parameters and properly.incorporate this design into the overall building design.Bracing indicated is to prevent budding of individuntinss weld and/or chord members only,Additional temporary and permanent bracing R MII�1.' is always required for stability and to prevent collapse with possible personal injury and properly damage.For general guidance regarding the MiTek fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/T191 Quality Criteria,DSI-89 and ICS!Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R47865071 PL16-321_UPPER F13 FLOOR GIRDER 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.640 s Apr 19 2016 MiTek Industries,Inc.Fri Jul 15 12:18:54 2016 Page 1 I D:5eV7tdjYiIzOX2xysiFDVpzsmUO-yMCBybShya4XCLudeKmt65VDtGiGr¢YCwQvW47yxoFV 1 1-2-12 1 1-10-0 I I 1-8-8 I Scale=1:25.4 3x4 II 6x12= 3x4 II 3x4= 1.5x3 I I 3x4= 1.5x3 II 4x8= 3x4 II 1 2 3 4 5 6 7 8 9 e— e� e// N•e NV e e 0 /I- aS e e e e e - �e •p'� 13 a 12 11 /`xtJ1. 5x8 = 6x16= 3x5= 4x10= 4x6= I 1411-4 I 14-11-4 Plate Offsets(XV)— I1:Edae,0-1-81.110:Edae,0-1-81,1.14:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in Qoc) Vdefl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.16 Vert(LL) -0.08 12 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.46 Vert(TL) -0.13 12-13 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.89 Horz(TL) 0.04 10 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:80 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(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. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=2457/0,34=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(pit) Vert:10-14=8,1-9=-80 Concentrated Loads(Ib) ��V) P R OF�s Vert:3=-825(F) � cr � N(j,INE�R � W,, 870 2PE (P cv y0Ar OREG N rye Q40 'Po 'MBER \1 Ota A. HE..- EXPIRES:06/30/2017 July 15,2016 4 I Immo ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/0312015 BEFORE USE Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building 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 buckling of individual truss web and/or chord members only.Additional temporary-and;permanentbracing --, MiTek` is always required for stability and to prevent collapse with possible personal injury and properly damage.For general guidance regarding the fabrication,storage,derrvery,erection and bracing of trusses and truss systems.see ANSI/R11 Qualty Cr feria.058-89 and BCSI Budding Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314.- Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON PL16-321_UPPER F14 FLOOR GIRDER 3 1 R47865072 Job Reference(optional). _ Pacific Lumber&Thus Co., --Beaverton,Oregon - 7.640 s Apr 19 2016 MiTek Industries,Inc.Fri Jul 15 12:18:55 2016 Page 1 ID:5eWtdjYilz0X2xysiFDVpzsmUO-QZAW9xTJjuCOgVSgC2H6eJ2LRf3tg WuM84f3dayxoFU I 1-8.4 I 2-6-0 I Scale=1:25.4 3x4 II 4x8= 1.5x3 II 3x4= 1.5x3 II 4x8= 3x4 II 1 12 2 13 14 3 15 4 16 5 17 6 18 7 • 7 • 1 :`_'' ,,. ,,,<,,. ' e a • e 2 10 e 9 e 4x6= 4x10= 4x8= 4x6= I 14.11-4 14-11-4 1 Plate Offsets(X,Y)- f1:Edae,0-1-81,f8:Edge,0-1-81 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in floc) Udefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.37 Vert(LL) -0.07 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.37 Vert(TL) -0.12 9-10 >999 360 BCLL 0.0 Rep Stress 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=873/0-5-8,8=833/0-5-8 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-13=-1758/0,13-14=1758/0,3-14=1758/0,3-15=1758/0,4-15=1758/0,4-16=1867/0,5-16=-1867/0, 5-17=1867/0,6-17=-1867/0 BOT CHORD 10-11=0/921,9-10=0/2041,8-9=0/1245 WEBS 6-8=-1444/0,6-9=0/726,4-10=331/0,3-10=308/0,2-10=0/977,2-11=1209/0 NOTES- 1)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 2)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)129 lb down at 3-11-8,129 lb down at 13-3-0,100 lb down at 0-8-9,95 lb down at 2-3-12,89 lb down at 5-6-2,89 lb down at 7-1-5,89 lb down at 8-8-8,and 89 lb down . . E_: __- _ : ::.r -,e The decrgrrtseledren of sudf connection eelnee(s)Ts 1�1C I cayanallllllty 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:8 11�,1-7=50 ono PROFF. Concentrated Loads(Ib) �'� NGINE t51 Vert:6=-89(F)4=89(F)12=-100(F)13=-95(F)14=129(F)15=89(F)16=-89(F)17=-89(F)18=129(F) �� 2 �' 87022PE 9�' 7 %.5, OREGO ti� Z' 'A�, c,?,/ `',J \\ �4 OS A. HEY' 0 EXPIRES:06/30/2017 July 15,2016 I " ®WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE W7473 rev.10/07/2015 BEFORE USE. iar 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 designermust verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated 8 to.prevent buckfing at 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 ANSI/fPII Quaily CAteria,DSII-89 and SCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job (Truss Truss Type Qty Ply POLYGON R47865073 PL16-321_UPPER IF15 Floor 3 1 Job Reference(optionall Pacific Lumber&Truss Co., Beaverton,Oregon 7.640 s Apr 19 2016 MiTek Industries,Inc.Fri Jul 15 12:18:55 2016 Page 1 ID:5eV?tdjYilz0X2xysiFDVpzsmUO-QZAW9xTJjuCOgVSgC2H6eJ2ORf6Cgb1 M84f3dayxoFU I 1-5-12 I 2-6-0 1 Scale=1:17.6 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 I I 1 2 3 4 5 0 o °b a, J 8 7 / 3x5= 3x4= 3x4= 9.44 I 9-2-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.17 Vert(LL) -0.01 7 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.15 Vert(TL) -0.07 6-7 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.17 Horz(TL) 0.01 6 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:46 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 6=406/0-4-0,8=406/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-639/0,3-4=-639/0 BOT CHORD 7-8=0/356,6-7=0/511 WEBS 4-6=597/0,2-7=0/330,2-8=504/0 NOTES- 1)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. <<- op PRQFFse, 446.. �NGINE�9 /02-9 87022P- r i CV 7 (C‘ 1... Ai 4.),, OR GON rye 4/ -PCI.-)%.9 \1 p --`S yA. HE��P EXPIRES:06/30/2017 July 15,2016 1 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MO-7473 rev.101032015 BEFORE USE. " - Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual buiding component,not a truss system.Before use,the building designer must verify the appficabiity of design parameters and properly incorporatethis design into the overall - -building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.- sdditionaHemporary and permanent bracing Mitek' is always required for stability and to prevent collapse with possible personal injury and properly-damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see- ANSI/r%1 Quolty Criteria,DSI-B9 . and ICSI Building Component .. 7 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights.CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3/4" Center plate on joint unless x, 6-4-8 dimensions shown in ft-in-sixteenths Fail to Follow Could Cause Property 1 Cent Mir offsets are indicated, y I I (Drawings not to scale) Dimensions are in ft-in-sixteenths. and Damage or Personal Injury Apply plates toembed both sidesteeth. of truss 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal orX-bracing,is always required. See BCSI. D"j/js' MEMEimmommommamml 2. Truss bracing must be designed by an engineer.For 0 4 wide truss spacing,individual lateral braces themselves o ., may require bracing,or alternative Tor I ■_um • O p bracing should be considered. 3. Never exceed the design loading shown and never O stack materials on inadequately braced trusses. For 4 x 2 orientation,locate ~ O 4. Provide copies of this truss design to the building plates 0 'hd' from outside BOTTOM CHORDS designer,erection supervisor,property owner and edge of truss. all other interested parties. 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 joinand are embed fully.Knots and wane at joint loc connector plates. THE LEFT. ations are regulated by ANSI/TPI I. "Plate location details available in MITek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 7. these�enviirronment ssumes in accortrussesidbwitsuitabl h ANSI%TPlotected from 1. software or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber I 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: The first dimension is the plate use with fire retardant,preservative treated,or green lumber. 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 ER-3907,ESR-2362,ESR-1397,ESR-3282 responsibility of truss fabricator.General practice is to the length parallel to slots. camber for dead load deflection. LATERAL BRACING LOCATION 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. 12.Lumber used shall be of the species and size,and in Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the spelcifiedects,equal to or better than that by text in the bracing section of the truss unless otherwise shown. Output. Use T or I bracing 13.Top chords must be sheathed or purlins provided at if indicated. Lumber design values are in accordance with ANSI/TPI 1 spacing Indicated on design. BEARING section 6.3 These truss designs rely on lumber values 14.Bottom chords require lateral bracing at 10 ft.spacing, established by others. or less,if no ceiling is installed,unless otherwise noted. Indicates location where bearings 15.Connections not shown are the responsibility of others. (supports)occur. Icons varybut ' 16.Do not cut or alter truss member or plate without prior reaction section indicates joint ©2012 MiTek®All Rights Reserved approval of an engineer. number where bearings occur. Min size shown is for crushing only. NMI NMI 17.Install and load vertically unless Indicated otherwise. ® 111111111* 18.Use of green or treated lumber may Industry Standards pose unacceptable environmental,health or performance risks.Consult with ANSI/TPI1: National Design Specification for Metal project engineer before use. Plate Connected Wood Truss Construction. 19.Review all portions of this design(front,back,words DSB-89: Design Standard for Bracing, and pictures)before use.Reviewing pictures alone BCSI: Building Component Safety Information, ■ is not sufficient. 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, Installing&Bracing of Metal Plate ANSI/IP'1 Quality Criteria. Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 kir wit MiTek® MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: AMERICAN MODERN 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: K2116169 thru K2116210 My license renewal date for the state of Oregon is December 31,2017. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. €0 PR 0, 0. �5.ANGIN 9/0 `: 89200PE 9f - di OREGON tL <4 All,' 14,2�� RR1L1 4,1 June 27,2016 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. This design prepared from computer input by Pacific Lumber and Truss-BC • WR/DDF/Cq=1.00 TRUSS SPAN 20'- 8.0" 1-FO(CIBC 2012 MAX MEMBER FORCES) 0 9wR/DD) 0 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 2-2=(0) 0 5-6=(0) 0 BC: 2x4 ROOF N1&BTR SPACED 24.0" O.C. BC: 2x9 KDDF ill&BTR LOADING BEARING MAX VERT BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"OC, UON. DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS SIZE SQ.IN. (SPECIESS) ) TOTAL LOAD= 42.0 PSF 0'- 0.0" 0/ OV 0.00" 0.00 yyyy ( 0) 6'- 10.5^ 0/ OV 0.00" 0.00 yyyyy 7'- 0.5" 0/ OV 0.00" 0.00 yyyyy ( 0) ver.ica or equal (snon-structural LL = 25 PIE Ground Snow (Pg) Y 0) 20'- 8.0" 0/ OV 0.00" 0.00 yyyy vertical members (tion). Unbalanced live loads have been LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL considered for this design. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.000" @ -1'- 6.0" Allowed= 0.150" MAX TL CREEP DEFL = 0.000" @ -1'- 6.0" Allowed= 0.200" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed= 0.344" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed= 0.458" 9-05-09 ♦ MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed= 0.008" 11-02-12 I 'I MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed= 0.011" 1 MAX LL DEFL = 0.000" @ 11'- 2.8" Allowed= 0.681" 20-08 T MAX TL CREEP DEFL = 0.000^ @ 11'- 2.8^ Allowed= 0.908" 12 12 IIM-9x9 d 6.00 6.00 0Design conforms to main windforce-resisting 111111 system and components and cladding criteria. Wind: 190 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(,) are exposed to wind, Truss designed for wind loads in the plane of the truss only. REFER TO TRUS Z 111111 SPECS END CA IONSUL FOR COMPLETE E � '` 7 DESIGN ASSUMES ONE FACE ONLY SHEATHING o I o N I s f 4 56 1 y y 13-11-09 6-08-12 ) ). ). ). 1-06 6-10-08 13-09-08 l Yl ) la PRoFk, 7-00-08 0-02 13-07-08 �� s J' y yCO\� 1aINEF4 f© 1-06 20-08 VT ��,,,. 89200PE JOB NAME : AMERICAN MODERN STEP 5-PLEX - AlScale: 0.2723 416.11 . '� ..._ WARNINGS. GENERAL NOTES, unless otherwise noted: 1.,/RG1101`g ✓ 1.Builder end erection contractor should be advised of al Goner.'Notes 1.This design b based only upon the parameters shown and is for en individual TA S 4 �N�ps,J end Warnings wore mnsbudbn comm...., building component.Applicability of design parameters end proper creet.Truss' Al Incorporation of component is the responsibility of the building designer. 2.234 compression web bracing mus be Installed where snows*. 2.Design assumes me lop and bottom chords to be laterally braced at A 3.Additional temporary bradng M Insure stabil during construction 2 oats end N 10'c.c.respectively tide.,braced throughout Meir length by R 1,111-\-•is IM p responsibility of the erector.Additions!permanent bracing of continuous sheathing such as plywood sheething(TC)endfor drywall(BC). the overall structure N the responsibility or the building designer. 3.tis Impact bridging or lateral bracing required where shown++ DATE: 6/27/2016 4,No bad mould be applied to any component until after all bredng end 4.Installation of thus la the responsibility of the respective contractor. SEQ.: K211616 9 fasteners are complete and at no time should any loads greater then 5.Design assumes mosses ere to be used In a non<onoeNe environment, and are for"dry condition.of use. EXPIRES: 12L3112017 TRANS I D: LINK design bade be applied to any component. 6.Design assumes full bearing at eN supports shown.Shin,or wedge if 6.Cemperruahas no control over end amen.norespo fabrication,handling.shipment and Installation of sibilityforthe necessary.components. 7.Design assumes adequate drainage Is provided. S.This design a furnished eub)ed to the Ihnttatisns set forth by 8.bete coincide be located n bothenterAneas of truss,and placed so their center June 27,2016 TPNMCA In SCSI,copies of whin we be!melted upon request. S.Digits indicate size of plata In Inches. MITek USA tnc.ICompuTrus Software 7.6.7(1L)-E 10.For beec connector plate design values see ESR•131 I,150.1988(MITak) I This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #lsBTR 1' LOAD DURATION INCREASE = 1.15 1- 2=( -3) 92 8- 9=(-121) 143 B- 2=(-1040) 320 4-13=(-465) 199 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND 2- 3=( -939) 210 9-11=( -4) 16 2- 9=( -126) 824 13- 5=(-137) 542 3- 4=(-1307) 349 11-12=( 0) 0 9- 3=( -553) 181 13- 6=(-260) 135 LOADING 4- 5=( -933) 277 10-13=(-285) 1135 9-10=( -230) 855 6-14=(-116) 127 TC LATERAL SUPPORT <= 12"0C. UON. LL( 2-.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=( -939) 295 13-14=(-225) 966 3-10=( -73) 397 14- 7=(-192) 921 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1125) 277 14-15-) -30) 62 11-10=( 0) 51 7-15=(-828) 248 TOTAL LOAD = 42.0 PSF 10- 4=( -8) 209 OVERHANGS: 18.0" 0.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-3x9 where shown; Jts:2-4,6-7,19 LIMIT.D STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -125/ 1069V -140/ 143H 5.50" 1.71 KDDF ( 625) REQUI'EMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 20'- 8.0" -103/ 868V 0/ OH 5.50" 1.39 KDDF ( 625) ** For hanger specs. - See approved plans BOTTO CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND B. TOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.009" @ -1'- 6.0" Allowed= 0.150" MAX TL CREEP DEFL -0.011" @ -1'= 6.0" Allowed = 0.200" 11-02-12 9-05-04 MAX LL DEFL = -0.033" @ 6'- 8.8" Allowed = 0.987" MAX TL CREEP DEFL = -0.067" @ 6'- 8.8" Allowed = 1.317" 3-07 3-03-08 4-04 04 4-05 5-00-04 MAX HORIZ. LL DEFL = 0.016" @ 20'- 6.3" MAX HORIZ. TL DEFL = 0.026" @ 20'- 6.3" 12 12 6.00 p i IIM-4x4 Q 6.00 I 4.0" Design conforms to main windforce-resisting I 5 fi-n' system and components and cladding criteria. NF\ Wind: 190 mph, h=15ft, TCDL=9.2,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, 4 • Truss designed for wind loads 1 in the plane of the truss only. 3 7 gil m 0 2 I 0 1 ��: i30 w IL\.II `13+ .r .-I 19 15 .+ ro tui, M-3x6 M-1.5x3 f 7 T' B M-1.5x3 M-3x8 M- � ~ M-1.5x3 l ) l 1 l l ) 3-05-04 3-03-08 4=00 4-08-08 4-08-12 1 l . I l 1-06 6-10-08 1 13-09-08 y 7-00-08 0-02 13-07-08 y ,�'c'P P OF�ss y zo 08 1 ��Co OGIN ' /0 -w :9200PE �r` JOB NAME : AMERICAN MODERN STEP 5-PLEX - A2 , i, "‘"..-�/� Scale: 0.2509 tw - WARNINGS: GENERAL NOTES, unless otherwise noted �"°', Truss: A2 1.Balder and erection contractor should be advised 84 all General Nates 1.This design is based only upon the parameters Mown and is far an individual 7 OREGON tid and blamings before construction commences. ' building component Applicability of design parameters and proper 2.2a4 compression web bracing must be Installed re shorn*. Incorporodon of component k the responsibility of the building designer. LQ IQ`y jO\� 4 2. 3.Additional temporary bracing to insure sbbillly d construction Design assumes the top and bottom chortle b be laterally braced al f V/fa:?'' Is the responsibility of the erector.Additional pe nein bracing of 2 o.c.and at 18 o e reepectNpt unitise braced throughoutIhelr length by DATE: 6/27/2016 me overallstradure kroepon ray the sibl continuous sheathing such as plyvmod sheathing(TC)and/or drywall(BC). � t or the b Imp designer. 3.3lmpect bridging or katal bracing required Mere shown.e• L).. SEQ.: K2 11617 0 4.No load should be applied to any component until Ser all bracing and 4.Installation of truss la the responsibility of the respective contractor. fasteners are complete and at no time should any da 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 Sr.for"dry condition.of see. 5.CompuTNs hes no control over and assumes no eponsibllity for the B.Design assumes full hearing et al supports Moven.Shim or wedge if EXPIRES:ES. 121 1/2017 fabrication,handling,shipment andinstallation of portents. necessary. 8.This deNgn la furnished subject to the limitations t forth by 8.Design assumes adequate both drainage k provided. and 27,2016 8.Plates shall he located on both faces of truss,entl placed so their center TPIANICA In SCSI.copies of Mich MN be Nm 8 upon request. lines Coincide with faint center linea MiTek USA,InC./CompuTNs Software 7.6. 1 L 9.Digits indicate size of piste b Inches. )-E 18.For bask connector piste design values see ESR-1371,ESR-7988(MITek) i J 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 TO: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=7 -867) 208 7- 8=(-109) 136 7- 1=(-830) 231 13- 5=(-294) 135 BC: 2x9 KDDF #160TR SPACED 29.0" O.C. 2- 3=(-1186) 309 8-10=7 -53) 201 1- 8=(-174) 786 5-17=7 -82) 130 WEBS: 2x9 KDDF STAND 3- 4=7 -893) 271 10-11=7 -50) 189 8- 2=(-993) 156 17- 6=(-189) 913 LOADING 9- 5=( -899) 288 9-12=(-200) 838 8- 9=(-160) 592 6-18=(-821) 295 TC LATERAL SUPPORT C= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1115) 273 12-13=(-229) 933 2- 9=7 -52) 312 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 11-19=7 -21) 99 10- 9=( 0) 120 TOTAL LOAD = 42.0 PSF 13-15=(-199) 861 9- 3=7 0) 168 14-16=7 0) 0 3-13=(-376) 164 Unbalanced live loads have been LL = 25 POE Ground Snow (Pg) 15-17=(-221) 955 11-12=7 0) 107 considered for this design. 17-18=7 -30) 61 13- 9=(-131) 506 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 14-15=7 0) 85 ** For hanger specs. - See approved plans REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -102/ 858V -138/ 130H 5.50" 1.37 KDDF ( 625) 20'- 5.0" -102/ 857V 0/ OH 5.50" 1.37 KDDF ( 625) 10-11-12 9-05-04 1 1 f Ir OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 3-04 3-03-08 4-04-04 4-05 5-00-04 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 1 fMAX LL DEFL = -0.032" @ 12'- 8.2" Allowed = 0.975" 12 12 6.00 p IIM-4x9 Q 6.00 MAX TL CREEP DEFL = =0.075" @ 12'- 8.2" Allowed = 1.300" 4.0" MAX HO RI Z. LL DEFL = 0.013" @ 20'- 3.3" 4 4.-,( MAX HOR1Z. TL DEFL = 0.022" @ 20'- 3.3" NW\ Design conforms to main wlndforce-resisting system and components and cladding criteria. M-3X4 Wind: 140 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1111 .,M-3x4 ,` load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads M-3X4 in the plane of the truss only. 2 r M-3x4 M-3x4 I 4\1 f v v, of � VIII:111119� 13 III ,sy 17 en 18 '� I M-4x8 ■ I M-4x6 M-1.5x3 MMMMMUMMMIMMIIMMWM N ,-, 7�=0 B M- x5 M-§'#9 0 M- 16 M-1.5x3 M-3x8 M-3x5 M-3x5 M-3x5 ) l l 1 ) ) l ) 3-02-04 3-03-08 2-07 1-11 1-08-08 3-00 4-08-12 l l l 6-07-08 13-09-08 Fl t1C y OpE 13-00 6-04-08 y 7-05 y �.tc a.;GP Oat y 20-05 '(Cy V '9 89200PE t'' JOB NAME : AMERICAN MODERN STEP 5-PLEX - A3 Scale: 0.2631 . _ WARNINGS: GENERAL NOTES, unless otherwise eparamnoted: 7G ', OREGON� 1st 1.Bolder and erection contractor should be advised of al Gallant lastest I.This design Is bawd only upon the parameters shown and Is for an IndluMwl W. Truss: A3 and Warnings before construction commences. building component.mA tient isl is 0r design parameters and proper /� ry 2.2x4 compression web bracing must be installed where shown+, Incorporation of component la the responsibility or the building designer. /� -7 1w. ZV "i"'. t. 3.Additional temporary bracing to insure stability dudng construction 2.Design assumes the tap ant bottom chords to be latently braced at �,/ Y lb ngth by Is the responsibility of the erector.Additional permanent bracing of 2 0 inc.and ate hio.n.such ply sed s bawd)TC)a dl rdeir al(B). R I�+ continuous sheathing auto as plywood sheaUing(TC)and/or drywal(BC). 4- DATE: 6/27/2016 the overall structure is the responsibility of the building designer. 3.2s Impact bridging or laterel bracing required where shown a 4.No bad should be applied to any component until atter all bracing and 4.Instelatbn of buss Is the responsibility of the respective contractor. SEQ.: K2116171 fasteners ere complete and at no Bme should any loads greater than 5.Design esaun es trusses en to be used Ina non-cerroava environment, of use. TRANS ID: LINK design loads haapplied toany component. and ensssumefullbr"dry enigatal 5.Compallus has no control over and assumes no responsibiWy for the B.De gn�aswmes fug bearing ar an support shown.Shim er wedge II EXp� � ': 12/31/2017 ry labs design handling.shipment and installation or components. 7.Design assumes adequate drainage b provided.055,eJune 27,201 6 e.This design le furnished sabred to the limitations set forth by B.Plates shag be located on both faces dirties,and placed w their center TPBWTCA in SCSI.oopiee of which will be Nmished upon request. lines coincide vdth Joint center Ines. 9.Digits indicate size or plats In inches. MITek USA Ino.ICompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see E513.1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS I TRUSS SPAN 20'- 5.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cpl=1.00 TC: 2x4 RIDE' #19BTR L04 DURATION INCREASE = 1.15 1- 2=(-156) 165 9-10=(-237) 317 9- 1=(-822) 353 7-13=(-264) 142 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. WEBS: 2x4 KDDF STAND 2- 3=( 0) 0 10-11=(-153) 643 1-10=(-337) 775 13- 8=(-173) 742 2- 9=(-154) 164 11-12=(-153) 643 10- 2=(-126) 194 8-14=(-820) 250 I LOADING 4- 6=(-696) 270 12-13=(-192) 692 10- 4=(-810) 320 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)*DL( 7.0) ON TOP CHORD = 32,0 PSF 5- 6=( 0) 0 13-14=( -34) 47 11- 4=( 0) 260 BC LATERAL SUPPORT <= 12"0C. SON. IIDL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-787) 275 TOTAL LOAD = 42.0 PSF 6-12=( -68) 114 7- 8=(-806) 207 6-12=( 0) 144 NOTE: 2x4 BRACING AT 29"OC UON. FOR 12- 7=( -89) 103 LL',= 25 POP Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHO CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -120/ 858V -241/ 148H 5.50" 1.37 KDDF ( 625) THE BOTTOM HORD DEAD LOAD IS A MINIMUM OF 10 PSF. 20'- 5.0" -105/ 857V 0/ OH 5.50" 1.37 RODE ( 625) ** For hanger specs. - See approved plans kOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. -----1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 0-11-15 MAX LL DEFL = 0.032" @ 1'- 3.4" Allowed = 0.975" t----fMAX TL CREEP DEFL = -0.053" @ 11'- 0.6" Allowed = 1.300" 1-05-1 T 9-04-10 1 9-06-11 MAX HORIZ. LL DEFL = 0.008" @ 20'- 3.3" 4 MAX HORIZ. TL DEFL = 0.013" @ 20'- 3.3" 0-05-12 4-08-05 4-08-105 0-05-12 4-04-11 4-08-03 I 6.00 12 sesign ystem andcfcoms to mponents a cladding ianddilresisting 12 criteria, '7:16.00 Wind: 140 mph, h=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-4x6 M-4x6 End vertical (s)M-3x8 5 (s) are exposed to wind, M-3x9 ` Truss designed for wind loads /-- �C 4 ; in the plane of the truss only. .C-3x4 7 r 0 I of 144111111111113x4 tiI 0 ,- VTteteNM-1.5x3 ..M-3x8 0.25"11 M-3x8 M-3x4 M-1.5x314 M-5x6(S) �1 0 y10-03 5-03-13 y 5-03-13 y 4-06-07 y 4-04-11 y 'f¢cD PR�/�6s l i. 20-05 1 ��5NGIN /0. r4 89200PE• �'r' JOB NAME : AMERICAN MODERN STEP 5-PLEX - B1 Scale: 0.2531 r " WARNINGS' GENERAL NOTES, mien otherMse noted. • Truss: B1 1.Builder and erection contractor should be advised¢/W General Notes 1.This design h ro shown only upon he parametewwn end b for an individual a l -7 • 1s and Warning.before construction commence II building component Applicability of design perimeters and proper G �✓ 2.914 compression web bracing must be Metalled v/1ara shown a. Incorporation of component a the responsibility of the building designer. 3.Additional temporary bracing to Insure stability dulls construction 2.Design assumes the top and bottom chordto las laterally braced at /..6 'q Y 7 q, 2,0� -�. raspaW bNty of the erector.Additional permanent bracing of 2 o.c.and at 10'o c respectively unless braved throughout their length by Is the DATE: 6/27/2016 me overate structure is me responsibility ammnoa..ne.mlrigs�on as plywood eneathmg(rc).nabr arms/N(34R ��. sponsibally of the bulhgng designer. 3.9t impact bridging or lateral bracing required where shown u"� SEQ.: K2116172 4.Noload should be applied to any component until.ler all bracing and 4.Installation oftrues a the responsibility of the respective contract°, fasteners are complete and at no time should any loads greater than 5.Design assumes tmseea are to be used In a non-corrosive environment, TRANS ID: LINK design bade be applied to any component and ars for dry condition"ofuse. 5.CompuTrus has no control over and assumes n aponal6ility for the S.Dees assumes NN bearing at d eupporis shown.Shim or sedge If EXPIRES. 12/31/2017 fabnatlon,handling,shipment end installation of lnpenens. ry' 7.8.This design Is furnished subject to the limitations forth by 8.Platesnshell be locateassumes d on both Weiate s bvvedeend placed so their center d. June 27,2 16 TVIoVrcA In SCSI,copies of which roll be Nm upon request. Anes coincide with Joint center lines. MiTek USA,Inc./CampUTrus Software 7.6.1(1L)-E 9.Digits indicate alis of plate in Inches. 10.For bask connector piste design values ase ESR-1311,ESR-1988(MITak) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 5.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-1012) 243 6- 7=(-149) 146 6- 1=(-812) 242 8- 4=(-149) 111 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=( -786) 266 7- 8=(-247) 858 1- 7=(-168) 893 4- 9=(-244) 192 3- 4=( -772) 263 8- 9=(-187) 701 7- 2=(-118) 151 9- 5=(-165) 749 WEBS: 2x4 KDDF STAND LOADING 4- 5=( -822) 216 9-10=( -34) 46 2- 8=(-310) 152 5-10=(-818) 245 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 8- 3=(-106) 377 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PIF TOTAL LOAD = 42.0 PIP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-3x9 where shown; Jts:1-2,4-5,7,9 LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -108/ 857V -151/ 168H 5.50" 1.37 KDDF ( 625) 20'- 5.0" -109/ 858V 0/ OH 5.50" 1.37 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 'COND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.021" @ 5'- 7.7" Allowed = 0.975" MAX TL CREEP DEFL = -0.043" @ 5'- 7.7" Allowed = 1.300" MAX HORIZ. LL DEFL = -0.006" @ 20'- 3.2" MAX HORIZ. TL DEFL = 0.011" @ 20'- 3.2" 10-11-12 9-05-04 f T Design conforms to main windforce-resisting 5-08-08 5-03-04 4-06 4-11-04 T system and components and cladding criteria. f 12 Wind: 140 mph, h=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 IIM-4x4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 Q 6.00 load duration factor=1.6, 4.0" End vertical(s) are exposed to wind, 3 ,( (( Truss designed for wind loads NWin the plane of the truss only. 2s-'mIOMMWMWMMEMM ., ie4jiiiI1Ji0 0.25 M-1.5x3 M-1.5x3 M-5x8(5) J, y y y y ��p RR UP,' 5-05 5-06-12 4-09-08 4-07-12 20-05 t., ` ,,._..-892OOPE r JOB NAME : AMERICAN MODERN STEP 5-PLEX - A4 Scale: 0.2881 � 1� WARNINGS: GENERAL NOTES, unless otherMse noted: OREGON 1.Builder and erection contractor should be advised oral General Notes I.This design h Weed only upon the parameters shown and is bran Individual Truss: A4 and Waminge before construction commences. building component Applicability of design parameters and proper �h� A �f\4\ 2.204 cumpreselon web bracing must be installed Where shown•. Dcorporeho of component is the responsibility of me latently bra designer. -7 y w V 3.AddBlon•I temporary bracing to Insure stability during con•trudbn 2 Design assumes the top and bottom chords o W literally brand at i Y' by lathe reaponNWWty or the erector.Additional permanent bracing of 7 o.t.ant d i V o.t.such a ply woods bated(TC)an/tiny langth). Z"` continuous sheelhhp Nth as plywbnt Nealhing(TC)enNor dryweN(BC). •[t RAIL�,,.4^15 DATE: 6/27/2016 the overall structure Is the responsibility of the building designer. 3.2,Impact bddging or lateral bracing required where shown•• S E K211617 3 4.Na bad should be applied to any component ung eller all bracing end 4.Installation of truss lathe respan•Ibllty of the respective contractor. 4• fasteners are complete end at no time should any bads greeter than 5.Design mores trusses are to be used in a noncorrosbe environment, end are for"dry condition"of use. design beds W applied to any component. 6 N TRANS ID: LINK .Designa. maahaWaringatalm supposhown.Shimorwedgeif EXPIRES: 12/31/2017 5.GompuTrus hes no control over end sesames no reapunslbllily for the neeewry, fabrication.handling,shipment and Ins•Ieson of components. 7.Design assumes adequate drainage Is prtuded. June 27,2016 6.This de•Ign Is furnished sub)ed to the Imitations set font by 8.Plates shall be tinted on both feces of buss,and placed as their center TP WJIDA in BGSI,copies of which 041 be furnished upon request. Ines coincide with joint center lines. g.Digits size of late Digits MOM. in MITek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design valuesaae ESR-1311,ESR-1088(MITek) I1 This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 5.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-158) 177 9-10=(-236) 298 9- 1=(-822) 387 7-13=(-264) 172 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND 2- 3=( 0) 0 10-11=(-299) 636 1-10=(-370) 771 13- 8=(-235) 742 2- 4=(-155) 175 11-12=(-244) 636 10- 2=(-126) 162 8-14=(-820) 308 L LOADING 4- 6=(-646) 350 12-13=(-251) 692 10- 4=(-814) 405 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25,0)+D}.( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 13-14=( -36) 47 11- 4=( 0) 260 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-787) 363 4-12=( -59) 108 __ _ ____ __________ ______ TOTAL LOAD = 42.0 PSF 7- 8=(-806) 270 6-12=( 0) 144 -- 12- 7=( -75) 63 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHOR)CHECKED FOR A 20 POP LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AF LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -244/ 858V -242/ 148H 5.50" 1.37 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 20'- 5.0" -161/ 857V 0/ OH 5.50" 1.37 KDDF ( 625) ** For hanger specs. - See approved plans kOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.036" @ 11'- 0.6" Allowed = 0.975" 4-01-11 4-00-10 12-02-11 MAX TL CREEP DEFL = -0.053" @ 11'- 0.6" Allowed = 1.300" f 0-11-15 3-01-12 2-00-05 2-00-05 3-01-12 4-04-11 4-08-03 MAX HORIZ. LL DEFL = -0.008" @ 20'- 3.3" f f f f f 1 f f f MAX HORIZ. TL DEFL = 0,012" @ 20'- 3.3" 12 12 6.00 Q 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. 3 5 Wind: 140 mph, h=23.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, IIIIIIII M-4x6 M-4x6 End vertical(s) are exposed to wind, M-3x4 M-3x8 Truss designed for wind loads ,j+ 4 in the plane of the truss only. -3x4 N 0 I to o 101Ji3X4 ell cv 9* 10 11 12 13 *14 M-1.5x3 M-3x8 0.25" M-3x8 M-3x4 M-1.5x3 M-5x6(S) ccyy�y 0-10-03 5-03-13 y 5-031-13 y 4-06-07 y 4-04-11 � © r ©piC`s 1 20-05 y �� GIN ��4 '/0, :9200P 'r- JOB NAME : AMERICAN MODERN STEP 5-PLEX - B2 Scale: 0.2531 „ Its. . WARNINGS: GENERAL NOTES, unless otherwise noted' et ". Truss: B2 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and b '7 for an individual f OREGON 4,/ end Warnings bebre construction commence building component.Applkebility of design parameters and proper L+ 4 l s ] 204 compression web bracing must be Installed hoen«, Incorporation of component N the rotponsib5ry of the building designer. Pb '.14 (Y 3.Additional temporary bracing to Macre stability d construction 2.Design assumes the top and bottom chordeto W laterally braced et L„V 1(��as. Is the responsiDNty of the erector,Additional pe tient bracing of 0 o.c.respectively unless bated throughout their length by �'` v Z o.c.and at 1overall structure to me n 2ontmuous eheeming such as plw ood gheathing(Tc)and/or dryweu(Bc), "`"lin R ILA- DATE: 6/27/2016 the overall �J responsibility of the b ng designer, a.2,Impact bridging or lateral bradng required where shoes«« SEQ.: K211617 4 4.No bad should be applied to any component untg eller all bradng and 4.Installation of trust la the responsibility of the reepectbe contractor. fasteners are complete end at no time should any loads greater than S.Design assumes trusses ere to be used Ina non.corroehe environment, TRANS ID: LINK design bads bsnaoapplied toany eom.e.u, g aDoypnamrsumdesbgberingatSEeupporbshoen.Shim orwedge if EXPIRES: 12)31/2017 5.CompuTrva hes no control over and assumes no rimponslbllity for the __ T,Design assumes adequate drainage k provided. fabrication,fabrication,handling,shipment and Msialbtbn of w,,ponenls. June Z7n2��6 6.This deAb furnished euDJsct to the limitations forth by 8.Plates shell be located on both ranee of Muss,and placed so their center TPVWICA M BCSI,copies of which nil be bmlst(W upon request. lines coincide 04th Joint center line. MITek USA,Inc./CompeTrus Software 7.6,y(1L)-E S.Digits Indicate size of pieta M Inches. 10.For bask connector piste design values see ESR-1311,ESR-7888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 5.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-523) 229 5-6=(-237) 306 5-1=(-808) 307 3-7=( -89) 186 BC: 2x9 KDDF 016BTR SPACED 24.0" O.C. 2-3=(-562) 254 6-7=(-188) 798 1-6=(-179) 570 7-4=(-156) 756 3-4-(-909) 231 7-8=( -39) 46 6-2=7 -29) 185 4-8=(-799) 255 WEBS: 204 KDDF STAND LOADING 6-3=(-496) 224 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -125/ 858V -292/ 197H 5.50" 1.37 KDDF ( 625) 0. For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 20'- 5.0" -112/ 857V 0/ OH 5.50" 1.37 KDDF ( 625) BOTTOM CHORD CHECKED FORA 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX TC PANEL LL DEFL = 0.038" @ 3'- 2.3" Allowed = 0.917^ MAX TC PANEL TL DEFL = 0.071" @ 3'- 2.3" Allowed = 0.625" 6-02 14-03 1' MAX HORIZ. TL DEFL 0.008" @ 20'- 3.3" T 6-02 6-10-14 7-04-02 f T 1 f Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. RIM-4x4 Q 6.DO 6.00 Wind: 140 mph, h=23.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 2 .-r( load duration factor=l.6, NN\ End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x4 M- 1111 3x4 '` r r- I • M-3x9 1 4 o w N N 0 N V 1WWIMI11. 01111111.011All f 5 e. 6 7 •8 M-1.5x3 0.25" M-3x4 M-1.5x3 M-5x8(5) ! 1 6-02 l 7-02-06 l 7-00-10 y \� �l�,,NGI E t/,... l 20-05 89200PE <' JOB NAME : AMERICAN MODERN STEP 5-PLEX - B3 Sale, D.25311:, �' ...--'-----r WARNINGS: GENERAL NOTES, unless otherwtae noted. OREGON �lja 1.Bottler and erection contractor Mould be advleed of all General Nates f building design I.based M.selyApplIpon the Mllly of parameters parameters and proper individual // v Truss: B3 and wamings before construction commences. Incorporation of component is the responsibility of the building designer. ��<0 t-T}' 1 A Z°� �"" 2.254 compression web bnoing must be Installed where shown+. 2.Design tSOse es the top and bottom chords to be laterally braced at "V A 3.Additional temporary brac8,4 to Insure NebIINy tludng construction T o a and al 12 o.c.respectively unless braced throughout their lengh by A� t Is the responelbNty of the.rector.Additional permanent bracing of continuous sheathing such as pyeood sheathing(TC)and/or drywal(BC). "!'R R 10 DATE: 6/27/2016 Ins overall Wucluro le Ins responeblty of the building designs. 3.2e Impad bddging or lateral bradng required where shown.+ 4.No bad should be applied to any component until after all bracing end 4.Installation of truss Is the reap:nsbNlly of the respective contractor. SEQ.: K211617 5 fawner.are compete and et no time should any loads greater than 5.Design neumn trusses ars to be used Ina nonecrroebs environment, design bed.be applied to any component. and ere for"dry condition"of use. TRANS I D: LINK 8.Design assumes fol bearing et an supports shown.Shim or wedge if EXPIRES. 12/31/2017 6.CompuTnn hes no control over and assumes no responsibility for Ms necosss, fabrication,handling,shipment and balalAtbn of components. 7.Design eanmes edequete drainage is provided. June 2!,2016 8.This design I.vanished cabled to the gnitersne set forth by 8.Plates sial be located on both faces of truss,and placed so then center TPbWTCA in BCSI,copies of which will be furnished upon request. linenes. 9.Digits indicate ulth joint center of pleb in Indus . MITek USA,Ino./CampUTrus Software 7.6.7(1L)-E 10.For bask connector piste design values see ESR-1311,ESR-1908(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 10'— 0.0" Ir OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting I system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 05.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=21.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, I DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=1.6, Unbalanced live loads have been End vertical(s) are exposed to wind, considered for this design. LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQU REMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Sable end truss on continuous bearing wall VON. BOTTM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 4-1x2 or equal typical at stud verticals. AND OTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 5-0 5-00 DESIGN ASSUMES SHEATHING 4 Q '( TO ONE FACE ONLY 12 12 8.0017 li IIM-4x4 Q a.00 z 141111111 , 4 5 y y y 2-00 10-00 y 2-00 *<(.\'‘. (9,P PRQFFss ��`� OkGINE4 ♦0� h 9200P r' JOB NAME : AMERICAN MODERN STEP 5—PLEX — Cl / ''� Scale: 0.4807 1f[r �� WARNINGS: GENERAL NOTES, unlace dMrveee noted. r!� /'v/'*y N�' *4r 1.Bidder end credos contractor ehoutd be edvl Sol N General Notes I.This design Is based only upon the parameters shown and Is bran mdloWuM ' ' y GREG OI V M ' Truss: Cl end Waminge before construction commence building component Applkebluty of design parameter.and proper (�r o,1 2.2t4 compression web bracing must be installed hovn.. Inconpontlon of component Is the responsibility of the building designer. /tA y [•A 3.Additional temporary bradng to insure stability construction 2.Design easumee the by and bottom chords to be laterally d their at "r\,/ (} L I.the responsibility of the erecter.Additional pe eM bracing of T o.c and et 10'o.o.reapscavely unless braced throughout their length by �/ww. t- DATE: 6/27/2016 me overall structure is the responsibility of the ng designer, continuous sheathing such as plywood sheathing(TC)end/or drywall/BC). "^R R.I�+� 3.Sc impact bridging or lateral bracing required where shown++ SEQ.: K2 11617 6 4.No load should be applied to any component until Ber all bracing and 4.Design ebbs la the responsibilitytbe of the respective contractor. fasteners are complete end at no time should any ads greater than 5.Design assumes trusses are to be used In•noncorrosive environment, end are for median"of use. TRANS ID: LINK msignkesnc controled to any component. 'thy EXPIRES: 12/31/2017 5.CompuTrus has no over and assumes no IaWonaibllity for the 8.Design assumes bN bearing at all suppose Woven.Shim or wedge If (abridges handling.ehipment end Inetella8on of components. neeeexry. 7.Plates shall bbiadequateoviroto laces of hues,and placed so melt center TPINJFCA In SCSI,copies of which Al be Simlahled upon request. Anes coincide vMh Joint center lines. 9.Diggs indicate size of plats In Inches. MITek USA,Ino./CompuTrus Software 7,6.4(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-7988(Mad) 1 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/Cg=1.00 TC: 2x9 (DDE ff1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2-10=(-388) 2380 3-10=1-276) 193 BC: 2x9 KDDF 01&BTR SPACED 29.0" O.C. 2- 3=1-2742) 549 10-11=(-269) 1991 10- 4=( -18) 497 WEBS: 2x9 KDDF STAND 3- 4=1-2485) 521 11-12=(-290) 1959 4-11=(-714) 255 LOADING 4- 5=(-1757) 468 12- 8=(-430) 2336 11- 5=(-245) 1166 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1757) 468 11- 6=(-714) 255 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2485) 520 6-12=1 -18) 497 TOTAL LOAD = 42.0 PSF 7- 8=(-2742) 549 12- 7=(-276) 193 OVERHANGS: 18.0" 18.0" 8- 9=( 0) 76 LL = 25 PIF Ground Snow (Pg) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -191/ 1725V -206/ 206H 5.50" 2.76 KDDF ( 625) 37'- 0.0" -191/ 1725V 0/ OH 5.50" 2.76 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "on spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.136" @ 18'- 6.0" Allowed = 1.804" MAX TL CREEP DEFL = -0.276" @ 18'- 6.0" Allowed = 2.406" MAX LL DEFL= 0.013" @ 38'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ 38'- 6.0" Allowed = 0.200" MAX HORIZ. LL DEFL = 0.059" @ 36'- 6.5" MAX HORIZ. TL DEFL = 0.098" @ 36'- 6.5" 18-06 18-06 T ' I Design conforms to main windforce-resisting 6-05-15 6-00 6-00 6-00 6-00 6-05-15 system and components and cladding criteria. / f Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 M-9x6 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 Q 6.00 load duration factor=l.6, 4.0" End verticals) are exposed to wind, 5 4wf Truss designed for wind loads in the plane of the truss only. M-5x6(5) 241144. M-5x6(5) 3.1" 0.25" 44444.4, 0.25" 6 ../ M-1.5x3 M-1.5x3 3 + tl + r r o o Aiiiiiii....... .I _ o cin 2 c 0 1 l `M-3x6 M-3x4 10.25" M-3x9 M-3x6+ o � M-5x8(S) Xt- tO PR OF '� y y y y y �� rNGtN��r / 9-05-15 9-00-01 9-00-01 9-05-15 F^ t' 1-06y 37-00 1-06y 1: 89200PE I- JOB NAME : AMERICAN MODERN STEP 5-PLEX - B4 ....61140111111,00e":""'"7 Scale: 0.1603 •'� : 7Z71 Ill. ten; 1.WARNINGS:d., GENERALm:Sddesign N NOTES, unteupotherwise par octad 17 OREGON �44/�, 1.Bolder and erection contractor should be advised of al General Notes 1.This design h bawd only upon the parameters shown end is for en individual �ITf'1 l7 VW�Y VV d Truss: 84 and Wemings before construction commence.. budding component.Applkebdoy of deters parameters and proper r} 2.204 compression web bradng mule be Installed where shown+. incorporation of compoMM is the responsibility of the building designer. r� A fl 1U "!++ 3.Additional temporary bracing to Insure stability during construction 2.Design aawmes the tap and bottom choles to be laterally braced al Y f'� Is the responsibility of the erector.Addflbnel permanent bracing of 2 o i end at ee1 0' iin respectively es ply wood.braced throughout erne rtdryeir length by 41 R R 1 LA- cortmp continuous sheathing later l b acing re dredwhere sand/or drywaY(BC). DATE: 6/27/2016 Sr.overall structure is the responsibility onto.building designer. 3.z«impact bridging or lateral br.dng required where shows + SEQ.: K211617 7 4.No bad should be applied to any component until agar all bracing and 4.InstallationIn �of trues ra trusses afro bsbulty of wdiotanon-corrosive respective anwronr. fasteners are complete and at no time should any bads greater man g" TRANS ID: LINK design bad.beepplledtoany component. andgn for'dry of use. 5.Com WTros has no control over and assumes no responsibility for R. e.Design s Ail bean t el supports shown.Shim or w. If EXPIRES. 12/31/2017 wry. febrbNbn,handling,ehlprd end the of components. 7.Design assumes adequate drainage is ege provided. June 27,20 I 1 6 8.This design Is furnished subled to the limited..eel forth by 8.Plates shall be bated on both feces of truss,and plead so their center TPLhNTCA In BCSI.copies of which vdl be furnished upon request. Ines coincide with)lent anter lines. 0.Digits Indata size of plate In Inches. MITek USA,Ino./CornpuTrus Software 7.6.7(114-E 10.For bask connector pate design values eve ESR-1311,ESR-7gea(MIT514 I This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 36'- 1.0" IBC 20.12 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #14BTR LOAD DURATION INCREASE = 1.15 1- 2=( -153) 107 1-11=(-626) 2632 1- 2=(-2839) 638 5-17=( -607) 249 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2907) 709 11-12=(-629) 2628 11- 2=( 0) 177 17- 6=1 -358) 1206 WEDS: 2x4 KDDF STAND; 3- 4=(-2663) 698 12-14=(-608) 2708 2-12=( 0) 139 17- 7=( -622) 272 2x6 KDDF #2 A LOADING 4- 5=(-2653) 765 13-15=( 0) 0 12- 3=( 0) 113 7-18=( -129) 608 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1646) 542 15-16=( -8) 36 3-14=( -611) 184 8-18=( -573) 229 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1667) 525 16-17=(-337) 1681 4-14=( -157) 130 18- 9=( -5) 512 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-2371) 651 17-18=(-379) 1763 15-14=( 0) 54 9-19=(-2139) 541 8- 9=(-2227) 543 18-19=(-434) 1667 14-16=( -355) 1775 19-10=( -109) 74 LL = 25 PSF Ground Snow (Pg) 9-10=( -38) 65 14- 5=( -375) 1542 "" For hanger specs. - See approved plans 16- 5=( -644) 159 BOTTO CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE AD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE 134 TOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -201/ 1523V -154/ 191H 5.50" 2.44 KDDF ( 625) 36'- 1.0" -200/ 1508V 0/ OH 5.50" 2.41 KDDF ( 625) IC OND. 2: Design checked for net(-5 psf) uplift at 24 "on spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.155" @ 11'- 4.2" Allowed = 1.758" II MAX TL CREEP DEFL = -0.312" @ 11'- 4.2" Allowed = 2.344" MAX HORIZ. LL DEFL = 0.060" @ 35'- 9.5" MAX HORIZ. TL DEFL = 0.101" @ 35'- 9.5" 8-11 9-01-08 9-01-08 8-11 4-05-08 4-05-08 2-06 3-01 3-06-018 4-07-10 4-05-14 4-05-08 4-05-08 Design conforms to main windforce-resisting 1' 1' 1 f T i f I . '1 system and components and cladding criteria. 12 72 12 4.00 6.00 2 M-4x6 12 6.00 12 4.00 Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor=1.6, 4 ,f,I' End vertical(s) are exposed to wind, Truss designed for wind loads M-9X10 in the plane of the truss only. s 3.1" M-3x4 le%' 7 M-1.5x3 ',. 4 M-5x6 • M-5x6 3 tl 1y M-3x102 '4.1 1 + M-3x8 • M-1.5x3 c M-1.5x3 0 , 1- 11 12^ / 19 o M-5x10 M-1.5x3 M-3x4e, $ ,�„ I y 18 »R9 o M 1 Sx3M-3x8 4-3x8 0.25" M-3x8 M-5x8(S) ) l ' ) ) , . ) 4-05-08 4-02 2-0194:07-2211-04 3-08-04 9-03-04 y 8-09-04 y l ) p ry J. 10-09-04 y y 25-03-12 y F.St.� pa� 's y 11-03-04 0-06 24-09-12 C ' 4 G'� �� i' '4V $6-ol 89200PE pt" JOB NAME : AMERICAN MODERN STEP 5-PLEX - B5 ,/ !" ► Scale: 0.1631 4#1.16 WARNINGS: GENERAL NOTES, Mess otherwise noted: M _OREGON CC Truss: B rJ 1.Baader end erection contractor should Be edvlssd of an General Notes 1.The design Is based only upon the parameters Mown and b for an individual 44/ and Wamings before cenaBudion commences. building tampon&Applicability of design parameters and proper 2.204 compreeYon web bradng must be Installed re shown.. InceNenassn of component h the responsibility of the building designer. G/I�x,91., 1 4 2. 4 3.Additional temporary bracingto Insure Mehl d 2.Design eesumes the top and bolt chords k be lateral braced 1 / W� ,'��.. po ry Mahe), ul ng construction N row a la the reapolelDllty of the erector.Additional pe M bracing of 2 0.0.and at 1G o c reaper:6mb unless braced throughout their length by DATE: 6/27/2016 the overall&Lichee a the reaponabalty of the b designer, is!mead d ging such t b acing re aired ere s amour dryw.g(BG) "'(! .ti�"'][`j �� pelta 3.21 Impact bshemg or lateral bracing required Mere shown t d• fi r-7 S E K211617 8 4.No load should be appled to any component until ran beating and 4.Iostsaatbn of truss Is the ro of the Q fasteners aro complete and at no time should arq ds greater then 5.DeNgn mimes trusses e e to bebused Ina nencorrrrosie environment, TRANS I D: LINK de&gn beds be applied to any component. end aro for"dry condition"of use. 5.CompuTrua has no ceMml over and aaeumaa no IdIfty kr the 6.Design assumes full bearing al ell supporta Mown.Shim or wedge If EXPIRES: 12/31/2017 hbricetion,handling,shipment and insiellatiun of mponente. 7.necewry. 6.This design Is furnished eub)ed to the Ilmletlom form by A.Platesnshs be bases ted one both facesge iolbuss,end placed so their center June 27,2016 TPb`A/TCA In SCSI,copies of which moil be Eel upon request. Ines coindde 04th Jolnl center Ilnes. 0.DIgIta Intlkate alta of p6it M bwhes. MITek USA,Inc./CompuTrus Software 7.6,}(1L)-E 10.For bask connector plate design values sea ESR-1311,ESR-1666(MITak) 9 This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 37'— 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 'COND. 3: 150.00 PLF SEISMIC LOAD. BC: 2x9 KDDF #1&BTR 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^OC. UON. LL( 25.0)tDL( 7.0) ON TOP CHORD = 32.0 PIP BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, TOTAL LOAD = 92.0 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, M-1.5x9 or equal at non—structuralTruss designed for wind loads vertical members (uon). 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. M-3x6 where shown; Jts:2-3,7-8,11,13 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. 18-06 18-06 '( 1 1' 6-07-11 6-00 5-10-04 5-10-04 6-00 6-07-11 T ' T T T , '1 12 12 IIM-4x4 6.00 Q 6.00 4.0" 5 ,SI 0_1% 04 ` M-5x6(5) 0.25" 0. 5" ft Wit. 3 40 r : o 2 ....4111111111111111111111111111111111111%._ ......41111111111 10 0.25" 13 14 0 0 1 M-1.5x3 11 12 M-1.5x3 M-5x8(S) 1 PRrte615, 6-05-15 5-10-04 6-01-12 6-01-12 5-10-04 `\GI N4 �� y1-06 y 37-00 1-06 11 ' 892.00PE JOB NAME : AMERICAN MODERN STEP 5—PLEX — BFWce I Sale: 0.2228 �,'�"!" i WARNINGS: GENERAL NOTES, unlesatheml.e noted TO.N� OREGON A.. �1It 1.Builder and erection wnbador should be advised dal General Notes 1.This design is bawd only upon the parameters shown and is Br an individual 7 I+s 40 Truss: BFW and Warnings before construction commences. building component.Appllthllty of design parameters and proper �f 2-P", � 2.204 cempn Won web bredng must be installed when shown+. Incorporation of component is the responsibility of the building designer. <A "7}, 14 3.Additional temporary bracing to baure stability doming construction 2 Design assumes the lop and bottom chords to be laterally incest et 'V Y by Is Me n nstbllity of Me erector.Additional permanent bracing of 7 ntin ou et as10 a.o.such as ply lined braced(TC)en/their y length). ri R'�` lb apo continuous stroaMkp such as plywood sheathing(TC)end/or drywaN(BC), 4+ DATE: 6/27/2016 Me ovenN structure h Me responsibility of the building designer. 3.2s Impel bridging or lateral bracing required where shown++ ' 4.No bad Mould be applied to any component until after all bredng and 4.Instabatbn of truss is the responsibility of the respective contractor. SEQ.: K211617 9 fasteners are compete and at no Mme should any bade greater than 5.Design awumes trusses are to be used b a non-corrosie environment, TRANS I D: LINK design loads be applied to any component. and are for"dry condition"of use, 5.Campania has no control over and assumes no responsibility for the S.Design swarms NA bearing at Cl supports shown.Shim or wedge If EXPIRES: 12/31/2017 sorry. �f C fabrication,handlbg,shipment and tMalietbn of components. 7.Design easumes adequate drainage is provided. June 27,2016 6.This design is furnished subject to the limitations set forth by 8.Plates shall be basted on both faces of trace,and placed as their center TPMWTCA In BGSI,nettles of which will be fumislled upon request. lines H.DigsBoind a with Joint size of plate cnter lines. inches. MITek USA,Inc./CempuTrus Software 7.6.7(1L)-E 10.For beak connector pole deegn values see ESR-0311,ESR-1888(MITek) !1 This design prepared from computer input by j Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0" 1COND. 2: Designchecked for net(-5 upliftspacing. I TC: 2x4 DF 2400F LOAD DURATION INCREASE = 1.15 psf) at 24 "oc BC: 2x4 DF 2400E SPACED 24.0" O.C. ICOND. 3: 150.00 PLF SEISMIC LOAD. WEBS: 2X4 KDOF STAND LOADING Design conforms to main windforce-resisting TC LATERAL SUPPORT <= 12"OC. UON. LL( 24.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), , LL = 25 PSF Ground Snow (Pg) load duration factor=1.6, M-1.5x4 or equal at non-structural End vertical(s) are exposed to wind, vertical members (uon). LIMITRO STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR SOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. gote:Truss design requires continuous bearing wall for entire span UON. 18-06 18-06 T 1' 9-05-10 9-00-06 9-00-06 9-05-10 T 1 T T 12 6.00 p IIM-4x4 12 d 6.00 4.0" 4 .f,( 1111144, 1.1 M18HS-5x16(S) M18H5-5x16(S) 0.25" 0.25" � QJCa +E '71' t. M-4x6 M-4x6 f y 0 1s; 7 r ,d, o p I 0 N `ee o S N B M-3x10 100.25" 11 ., 12 M-5x6 M- 3x10 10 M-5x8(S) M-5 . y y y y � ,o ' Pf Opk, 9-02-02 9-03-14 9-03-14 9-02-02 <0 (3If' �o y1-04y 37-00 ''cQ 1-0417... 89200PE r JOB NAME : AMERICAN MODERN STEP 5-PLEX - BFWRH Scale: 0.2122 GENERAL NOTES, amass stMrwlse notal: Y CC. 1.Bulkier end erection contractor Mould be advised of all General Notes 1.This design is based only upon the parameters show and I.for an Individual Truss: BFWRH '°� 'S7 C�F3 (iQN tC/ end Warnings before construction commences. building component.Applicability or design parameters and proper ♦ /{,, 2.204 compresslon web bradng must be Installed re shown+. incorporation of component is the responsibility or the building designs,. �`+'� ( \� " 3.Additional temporary bracing to Insure*Minty construction 2.Design assumes the tap and bottom chordate M taterelly bncetl at V Is Me responsibility of the erector.Additional pe neral bracing of T o.c.end at iV o.c.respectNsly unless braced throughout Ihelr length by /(,,. DATE: 6/27/2016 the overall structureIs the n continuous siroetmng such as plywood sheathing(TC)and/or dryvnll(BC). "k'/6-!R I \ apondbnny of the ng designer. 3.D:Impact bridging or Stool basing required where shown•v L 4 SEQ.: K211618 0 4.No bad Mould be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respectNe comnd°, faMenere are complete end et no time should any loads greater then 5.Design assumes trusses Sr.to be used Ina noncorrosive environment, TRANS I D: LINK design roads be applied to any component. i and are for dry condition.or use. 5.CompuTrua has no control over and assumes no�Sapon.lbillry for the S.Design aawme.full bearing.t an supports shame Shim or wedge n EXPIRES: 12/31/2017 rebdcetbn,handling,ahlpment and Inetel anon el mponems, necessary. 7.Dates Shaumeaededenbothrquate age la So,.,prodde. June 27,2016 B.This design Is famished subject to the limitations, 1 forth by 9.Plates shall be located on both faces*Inns,and placed.o their center TPIANTCA In BCSI,copies of which wN be fungi*upon request. lines coincide with Joint center lines. MiTek USA,Inc./CompuTrua Software 7.Fxp(1 L}E 9.Dight indicate az.of plate In Inches. 10.For basic connector plate design values see ESR-1311.ESR-1895(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 17r- 1.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 71 2- 9=(-1116) 1509 3- 9=( -430) 311 10- 6=(-550) 988 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-1372) 653 7- 8=( 0) 0 8- 9=( 0) 66 6-11=(-936) 395 WEBS: 204 KDDF STAND 3- 4=( -989) 904 8-10=( -10) 15 9- 4=( -199) 596 LOADING 4- 5=( -800) 246 10-11=(-1970) 1988 9- 5=( -611) 560 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -978) 339 9-10=(-1233) 1605 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5-10=( -933) 309 TOTAL LOAD = 42.0 PSF OVERHANGS: 13.5" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -318/ 999V -2000/ 2000H 5.50" 1.59 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 17'- 1.0" -324/ 970V -2000/ 2000H 5.50" 1.55 KDDF ( 625) 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 lOPSF LIVE LOAD. TOP ** For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "on spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.004" @ -1'- 1.5" Allowed = 0.113" MAX TL CREEP DEFL = -0.004" @ -1'- 1.5" Allowed= 0.150" 8-06-08 8-06-08MAX LL DEFL = -0.025" @ 8'- 6.5" Allowed = 0.808" ` 1' I MAX BC PANEL TL DEFL = -0.145" @ 4'- 6.0" Allowed = 0.512" 4-05-11 4-00-13 4-01-08 4-05 f MAX HORIZ. TL DEFL =- 0.038" @ 0'- 5.5" 12 12 IIM-4x4 8.00 8.00 Q 4.0" ICOND. 3: 2000.00 LBS SEISMIC LOAD. M-3xt 'f-2(M-3x5 Design conforms to main windforce-resisting N_Ii system and components and cladding criteria. M-1.5X9 "M-1.5x4 Wind: 140 mph, h=22ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-3X5M-3x5 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-1.5x3 M-3x4 End vertical(s) are exposed to wind, M-3X5 3 Truss designed for wind loads in the plane of the truss only. M-1.5x4 Truss :I0n0 kotheize andde astrutucord. rehd foord. ers must be cut with care and are • permissible at inlet board areas only. +` -/ 01 o I M-3x40 `11 -7'1-,7 8 10 M-1.5x3 M-3x10 M-3x4 M-5x8 y 1 l l 7-07 0-11-08 4-03-04 4-03-04 l ; 1 l 1-01-08 7 07 9-06 , c� PROF' .. y l 1 b y 8-09-12 0-09-12 8-08-09 y y `G`N ,/ y 17-01 L -4„77 89200PE 1' JOB NAME : AMERICAN MODERN STEP 5-PLEX - D1 Scale: 0.2562 4r!r „�...-G � -- WARNINGS: GENERAL NOTES, untauon the ise parameters 7 OREGON�� /a _. elle Ct. I.Budder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and a for an individual p' K,/ Truss: D1 and Werdngs nater..ensin construction commence incorbuildiporation compof component isl s reepsign perematers end proper 2 2 2z4 compression web bracing mud be Installed where shown*. Incorponibn of seeps rd Is th raponsibAAy of the building designer. -6 r 14 \1 3.Additional temporary liming to Inure stability during construction 2 Design red et l l the top end bottom chords to be Meanly braced et 41eY is the reponslbidy of the erector.Additional permanent bracing of conc'ntinuous and sheathing l hn,such ss pNwood wises eathinraced aniVor throughout they drywall(BC). try R R I8 DATE: 6/27/2016 me overall structure Is the responsibility of the building designer. 3.Se Impact bddgmg or lateral bracing required where shown"* 4.No bad should be applied to any component until altar all bracing and 4.Instefatresponsibilityn of trust is the responsibilityof the respedNe contractor. SEQ.: K2116181 Wieners are complete end at no time should any loads greater men 5.Design aeewnes trusses are to be used In.non-corrosive ansronment, TRANS I D: LINK assign loads be applied to any component, and en for Wry condition. use. 5.CompuTrua has no control over end assumes no responsibility for the S.Design assumes Nd bearidng ring at al supports shown.Shim or wage if EXPIRES: 12/31/201responsibility fabdcaten,handling,ehipment and Installation of components. 7.Design assume.adequate drainage is prodded. June 27,201 6 S.This design is furnished cabled to the limitation sat forth by S.Plates shag be located on both faces of trues,end placed eo their center TPVWTCA in SCSI,copies of which aS be furnished upon request. Anes ouindde with Joint center lines. 9.Digits indicate size of plate in inches. MITek USA,Inc./CompuTrus Software 7,6.7)11)-E 1o.For bask connector plate design vatues see ESR•131 t,ESR•1938(MOW) II This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 1.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR : LOAD DURATION INCREASE = 1.15 1- 2=( 0) 71 2- 9=(-214) 676 3- 9=(-226) 208 10- 6=(-107) 556 BC: 2x4 KDDF #16,BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND 2- 3=(-909) 274 7- 8=( 0) 0 8- 9=( 0) 66 6-11=(-668) 206 3- 4=(-684) 225 8-10=( -1) 7 9- 4=(-149) 450 LOADING 4- 5=(-684) 246 10-11=( -25) 42 9- 5=(-154) 139 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-723) 187 9-10=(-132) 574 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5-10=(-240) 144 TOTAL LOAD = 42.0 PSF OVERHANGS: 13.5" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -142/ 868V -138/ 175H 5.50" 1.39 KDDF ( 625) ** For hanger specs. - See approved plans LIMITBD STORAGE DOES NOT APPLY DUE TO THE SPATIAL 17'- 1.0" -84/ 704V 0/ OH 5.50" 1.13 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. }COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. i VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 I'. MAX LL DEFL = -0.004" @ -1'- 1.5" Allowed = 0.113" 8-06-08 8_0C_DB MAX TL CREEP DEFL = -0.004" @ -1'- 1.5" Allowed = 0.150" fMAX LL DEFL = -0.017" @ 8'- 6.5" Allowed = 0.808" MAX BC PANEL TL DEFL = -0.145" @ 4'- 6.0" Allowed = 0.512" 4-05-11 4-00-13I 4-01-08 4-05 1 . '( - '( . MAX HORIZ. LL DEFL = 0.009" @ 16'- 11.2" 12 12 MAX HORIZ. TL DEFL = 0.014" @ 16'- 11.2" 8.00 p M-4x9 Q 8.00 4 4.0" Design conforms to main windforce-resisting 4;-9i system and components and cladding criteria. Wind: 140 mph, h=22ft, TCDL=4.2,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-1.5X3Truss designed for wind loads 3 M-3x4 in the plane of the truss only. 41111111111IN �� .M-3x4 dAilhit. 0 9 0 o M-3x4 N o o 78 10 *.11 ,•,ti M-1.5x3 M-3x8 M-1.5x3 M-5x8 l l .6 l .6 7-07 0-11-08 4-03-04 4-03-04 1 ) y y 1-01-08 7-07 9-06 l 1 1 1 <<(e% P {Opt 66' 8-04-12 0-09-12 8-08-04 ) 17-01 y rya S'r��'N ,41' /�i <Cy 89200P re JOB NAME : AMERICAN MODERN STEP 5-PLEX - D2 Scale: 0.2562VO WARNI I.Builder GENERAL gra le b uMs•p n erwisethe mete: 7' 4O9EGON I Truss: D2 1 Supder end erection contractor shouldnnen be adviseo/I General Notes This design I.bases only upon me pareme aro shown and is for an Individual and Warnings before construction commences. building component.Applicability of design parameters and proper A 2.244 compression web bradng must be installed Moven+, incorporation of component h me responsibility of the building designer. �✓ -7 1y. 14\. 3 Additional temporary bracing to insure stabgM/ construction 2 Design assumes the tap and bottom chords be laterally braces et , f (', 2V�aa�' Is the responsidlty of the erector.Additional pe not bracing of 7 o.o end et 70 too napedNely unless braced throughout melt length by �` IO- DATE: 6/27/2016 the overall structure is the ro nslbl continuous sheathing such as plywood sheathing(TG)and/or erywal(BC). R(7't 1 spn IY of me Ing all bracing en designer. 3.2s Impact beeping or lateral bradng required where sihovm++ R - SEQ.: K2116182 4.No load sMWebeapplied toanycomponent untlafter albracingand 4,Installation oftruss lathe rosponlbllltyofthe respedlvecontrador. fasenero are complete and el no time should any Dees greater than 5.Design assumes trusses are to be used 6 e nontonesNa environment. TRANS ID: LINK deign bads be applied to any component. I end are for"dry condition*of use. EXPIRES: �/ ry 5.CompuTrus hes no control over end assumes r aponib08y for the 5.Deign assumes 60 bearing at al supporta shown.Salm or wedge 11 Gll� R C[n; 12/31/2017 labecstIon.(handling.shipment and Installation of Ronde. Deign necessary. G fllL-�O B.This deign le furnished subtract to the!Waitrons forth by B.P esnshal be kabd en beth)lanes 011,0.s end placed w their center June 27,2016 TPLWICA in SCSI.copies of which vel be Nm upon request. Ins dda Pith Joint D (Ines. 9.Di91a InElcolnpls Mze of paleenten In InMs•, MITek USA,Ino./CompuTrus Software 7.6.9(1L)-E 10.For basic connector plate design values we ESR-1311.659-1996(MITak) I 9 This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 19-01-00 GIRDER SUPPORTING 20-08-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 70 2- 8=( -966) 4816 8- 3=( -372) 1922 12- 6=(-1210) 292 BC: 2x6 KDDF #1&BTR 2- 3=(-6040) 1276 8-11=( -958) 4774 3-11=(-1636) 396 6-13=(-2478) 559 WEBS: 2x4 KDDF STAND; LOADING 3- 4=(-4256) 956 9-10=( 0) 0 10-11=( -108) 556 13- 7=(-1218) 5748 2x9 DF 2400F A; LL = 25 PSF Ground Snow (Pg) 4- 5=(-4236) 962 10-12=( -8) 40 11- 4=( -992) 4426 7-14=(-3964) 860 2x9 KDDF STUD B; TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 19'- 1.0" V 5- 6=(-5084) 1114 12-13=(-1098) 5268 11- 5=(-1004) 300 2x8 ROOF #2 C BC UNIF LL( 233.3)+DL( 178.7)- 412.0 PLF 0'- 0.0" TO 19'- 1.0" V 6- 7=(-4906) 1066 13-14=( -130) 612 11-12=( -876) 4386 5-12=( -214) 926 TC LATERAL SUPPORT <= 12"OC. UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BC LATERAL SUPPORT <= 12"OC. UON. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ 860 REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 13.5" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -1031/ 4713V -135/ 183H 5.50" 7.54 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 19'- 1.0" -963/ 4506V 0/ OH 5.50" 7.21 KDDF ( 625) ( 2 ) complete trusses required. Attach 2 ply with 3"0.131 DIA GUNo �� nails staggered: ICOND. 2: Design checked for net(-5 psf) uplift at 24 c spacing. 9" oc in 1 row(s) throughout 2x4 top chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL = -0.001" @ -1'- 1.5" Allowed = 0.113" 9" oc in 1 row(s) throughout 2x4 webs, MAX TL CREEP DEFL = -0.001" @ -1'- 1.5" Allowed = 0.150" 9" oc in 2 row(s) throughout 2x8 webs. MAX LL DEFL = -0.069" @ 8'- 6.5" Allowed = 0.908" MAX TL CREEP DEFL= -0.141" @ 8'- 6.5" Allowed = 1.211" 8-06-08 7-04-10 3-01-14 MAX HORIZ. LL DEFL = 0.024" @ 18'- 9.2" ,( f MAX HORIZ. TL DEFL = 0.039" @ 18'- 9.2" 4-08-01 3-10-07 3-03-12 4-00-14 3-01-14 1 f Design conforms to main windforce-resisting 12 12 M-4x6 system and components and cladding criteria. 8.00 Q 8.N) 4.0" Wind: 140 mph, h=22ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 4-x• (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, i\ End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x5 m_3,...711111110,11111111111111111 -3x5 3 M-5x6 M-9x8 7 -1 UN c, o / M-5x10 M-3x6 N u�� v N I 9 10 12 13 ---14 M-1.5x3 M-5x16 M-4x8 M-7x8 M-1.5x4 1 1 1 1 1 1 1 4-06-05 3-00-11 0-11-08 3-05-08 4-02-10 2-10-06 1 1 1 1 1-01-08 7-07 11-06 1 R,..,q PRQpk- 1 1 1 8-04-12 0-09-12 10-08-04 1 �\C.� Vk4G'NE -. > 1 19-01 89200PE r" JOB NAME : AMERICAN MODERN STEP 5-PLEX - D3 . ./'' Scale: 0.2195 WARNINGS: GENERAL NOTES, unless otherwise noted: ~ OREGON a . 1.Builder and erection contredor should be advised of al General Notes t.This design is based only upon the parameters shown and Is for an individual -p. 4[✓ Truss: D3 and Warnings before construction commence.. building component.Applicebilty or design parameters and proper / 4, t4 f� 2.2a4 oomproWon web bracing must be installed where ahovm*. Incorporation or component is the responsibility of the building designer. /� '7)f y T. St° -1-- 2. 3.Additional temporary bracing to insure stability during consinmtlon 2.Design assumes the tap and bottom chortle to be laterally braced at 1 Y �"1�. is the responsibility of the erector.Additions]permanent bracing of T n n and at 70 hino.crespectively as ply unless braced throughout r d,yeir length). ftn R`i continuous sheathing such ti pyww.e sheathd throu and/or drywalgth b 4.• DATE: 6/27/2016 the overall structure is the responsibility Male bulldog designer. 3.2a lisped bridging or lateral bradng required where shown•v 4.No load should be applied to any component until after all bracing end 4.Insfaletofon buw is the responsibility of the respedNe contractor.SEQ.: K211618 3 fasteners are complete end at na time should any bads greater then 5.Design..eumoe trusses aro to be used in a non-wnosioa environment, TRANS I D• LINK design Nada be applied to any component. and gra for =talon"bearing or use. 5.CompuTrus hes no control over and eeeoms,no reeponsldlity forth. 8.Design assumes Ng bearing at all supports shown.Shim or wedge If 7 EXPIRES: 12/31/2017 fabrication,handling,shipment end Inetallatbn or components. 7,Design assumes adequate drainage h provided. June 2/,2016 8.This design is furnished subject to the limitations set form by 8.Plates she°be located on bath feces of truss,end placed so their anter TPSWfCA in SCSI,copies of which will be furnished upon request. lsMevAth joint center lines. 9 Ot daot En nshs MITek USA,Ina./CompuTrus Software 7.6.7(1L)-E 10.For basic connedor plate design values tee ESR-1311,ESR-1988(Muck) i This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1RBTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-84) 58 1-4=(-36) 38 2-4=(-124) 124 BC: 2x6 KDDF #16BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND 2-3=(-10) 5 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PIP 0'- 0.0" -102/ 541V -27/ 68H 5.50" 0.87 KDDF ( 625) 4'- 0.0" -104/ 499V 0/ OH 5.50" 0.80 KDDF ( 625) .. For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) ADDL: BC CONC LL+DL= 704.0 LBS @ 2'- 0.0" LIMI D STORAGE DOES NOT APPLY DUE TO THE SPATIAL TOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I REQUI EMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTT CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TC PANEL LL DEFL = 0.018" @ 2'- 1.8" Allowed = 0.202" AND TTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX BC PANEL TL DEFL = -0.034" @ 1'- 11.5" Allowed = 0.181" MAX HORIZ. LL DEFL = 0.000" @ 3'- 8.2" 3-08-04 0-Q3-12 MAX HORI Z. TL DEFL = 0.000" @ 3'- 8.2" I 12 Design conforms to main windforce-resisting 6.00 system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=4.2,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-1.5x3 3 Truss designed for wind loads in the plane of the truss only. 2 A r 0 I C 0 N .iddligillill11111 0 Mil of 1�M 4 M-3x4 M-3x6 y +7048 �I'I y )' 3-08-04 0-03-12 J l 4-00 616, `�,v,V4 PROF4- 6 t. 'T rte'$„ 89200PE JOB NAME : AMERICAN MODERN STEP 5-PLEX - DGIRD ��/.r -- I Scale: 0.5597 �. ail+I. SendWARNINOB: GENERAL NOTES, unteop n the M noted OREGON CC Truss: DGIRD Builder and erection contractor should be advised tae General Notes I,The design A based only upon the parameters shown and is for an Individual 10 end Warnings before construction commences. building component.Applicability of design perametero and proper 2.254 compression web bracing must be metalled shown e. IIncorporation of component b the roeponsibRty al the holMing designer. ��/� "A7fr 14 2dile -NIS3.Add8bnsI temporery bracing to Insure stability du construction sign assumes the top and bottom chortle to be laterally braced at V ag-. is me responsibility of the erector.Additional pe nt brewing o! 7 o.c.and et 10'o e.respectively unless braced throughout Moir length by ^ 2.De DATE: 6/27/2016 me ovaron.lmdur.letnero alio g signer. continuous sheathing such as ptyvbod sheathing(TC)and/or drywa8(BC). rj 11 epon e p of but n designer. 3.2s.Impact bridging or thlateral bracing required where shown w♦ R L Y SEQ.: K211618 4 4.No road should be applied to any component until Mr all brodng and 4.InataMibn of truss Is me responsibility of the respective contractor. fasteners Cr.complete and at no time should any da greater men 5.Design assumes trusses are to be used Ins non-corrosive environment, TRANS I D: LINK design bads be applied to any componentt and aro for"dry condition"of use. 5.CompuTma has no control over and assumes no responsibility for the 8.Design assumes Ne bearing at all support shown.Shim or wedge If EXPIRES: I2L3112017 fabrication,handling,shipment end installation of ssmponenta. necesssry. 7.Desig8.This design is furnished subject to the limitations apt forth by 8.Platesnshag be locatedassumesoate on both faces dralnagelethospros,,sd.and pieced so their center June 27,2016 TPRWICA In SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. MITek USA,Inc.lCompuTrve Software 7.6. 7 L E G.Dight IMAM.)size of plate In inches. '! )- 10.For basic connector piste design values see ESR-1311,ENR-1988(MITek) 1 This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 12-01-00 GIRDER SUPPORTING 13-06-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 204 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-2246) 424 1-5=(-410) 1929 5-2=( -292) 1714 WE: 204 KDDF STANTR 2-3=( -145) 139 5-6=(-403) 1885 2-6=(-2208) 487 WEBS: 204 KDDF STAND LOADING 3-9=( 0) 0 6-3=( -148) 149 LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 12'- 1.0" V BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 143.8)+DL( 117.8)= 261.5 PLF 0'- 0.0" TO 12'- 1.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -380/ 1966V -80/ 200H 5.50" 3.15 KDDF ( 625) Single member as shown. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12'- 1.0" -393/ 1967V 0/ OH 5.50" 3.15 KDDF ( 625) Hangers attached to the bottom chord will have 1.5" max. nail penetration. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ** For hanger specs. - See approved plans Ir OND. 2: Design checked for net(-5 psf) uplift at 29 "cc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 6-06-07 5-02-13 0-03-12 MAX LL DEFL = -0.036" @ 6'- 4.7" Allowed = 0.558" MAX TL CREEP DEFL = -0.074" @ 6'- 4.7" Allowed = 0.744" 12 MAX HORIZ. LL DEFL = 0.008" @ 11'- 7.5" 6.00 M-1.5x3 4 MAX HORIZ. TL DEFL = 0.013" @ 11'- 7.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (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-3x8 im.6 0 i© 1 �JI I 5 6 o M-5x16 M-3x10 M-6x10 y y l 6-04-11 5-08-05 1 12-01 y �Ca-v,GI 4 t/ 2 89200PE r JOB NAME : AMERICAN MODERN STEP 5-PLEX - Fl -,00.0",.• -. Scale: 0.9070 WARNINGS: GENERALO.ThisdLNOTEb• unlessotherwise mete: - -I OREGON 1.0�1.0 11. Ct 1.adder and ereden=trader shoals be amend of al General Noes I.This design a based only upon the parameters snow„and is for an individual V IlGl.7 V��VV "�Ks�d/ Truss• Fl and Wemings before canshudbn commences. building component.Applicability of design parameters and proper /f 2.2z4 compression web bracing must be Retailed where thriven+. Incorporation of component N the responsibility of the building designer. vro '7�'" 1 2V 4 3.Additional temporary bracing b insure stability during construction 2.Design wanes the top ail bottom chole to be laterally r th i at 1 4 tl M the responsibilly of the erector.Additional permanent bracing of continuous ntc.and al ICYas in.rsuch as ply unlet braced(TC)a d/melt length). 11'1 R{L` ndsheathing such as plywood s braced anmor W lengt b Lek' DATE: 6/27/2016 the overall structure Is the responsibility or the building designer. 3.Dr Impact bridging or lateral bracing required where shown++ 4.No bad should ba applied to any component until slier all bracing and 4.Retaliation or thew Is the responaiblity of the respective contractor. SEQ.: K211618 5 fasteners are complete and at no time should any bads greater than 5.Design aawmea trusses are b be used Ina nen-corrosive environment, TRANS I D: LINK design loads be applied to any component. and are for condition':of use. 5.CorepuTrushasnocormolaverandassumesnoresponsibilityforthe S.Design assumes meshd bearing at supporieshown.Shim avewedge II EXPIRES: 12/31/2017 fabrication,handling,shipment and Retaliation of components. 7.Design assumes adequate drainage Si provided. June 27,2016 8.Thio design Si Nmished subject to the limitations rt forth by B.Plates shall be located on both fads of buss,and placed so their center TPWITCA in BOB.copes of which w@ be imbibed upon request. Ines coincide with joint center lines. a.Digits Indicate size or plate In limbos. MITek USA,InaiCompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values site ESR-7311,ESR-1985(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TC: 2x9 KDDF #16BTR TRUSS SPAN 12'— 1.0" ecfor net OND. 2: Design checked BC: 2x4 KDDF #16HTR LOAD DURATION INCREASE = 1.15 (-5 psf) uplift at 24 "oc spacing. WEBS; 2x9 KDDF STAND SPACED 24.0" O.C. !COND. 3: 150.00 PLF SEISMIC LOAD. TC LATERAL SUPPORT <= 12"OC, UON. LOADING Design conforms to main windforce=resisting BC LATERAL SUPPORT <= 12"OC. DON. LL('25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 POP i TOTAL LOAD = 42.0 PSF Wind: 190 mph, h=22.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), M-1.5x4 or equal at non—structural LL = 25 PSF Ground Snow (Pg) load duration factor=l.6, vertical members (coon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL End vertical(s) re exposed to wind, REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Truss designed for wind loads in the plane of the truss only. BOTT�M CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND OTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. ilote:Truss design requires continuous bearing wall for entire span UON. 6-05-04 5-07-12 12 4 6.00 E7' M-1.5x3 4 -,f iidI : 1 M-1.5x3 M-ix6 M-3x4 l 6-03-08 L 5-09-08 y 1-06 y 12-01 yf f r�Q�' �y... ��C�5 *,* N� #5) c'/moi JOB NAME : AMERICAN MODERN STEP 5-PLEX - FWA 8920OPE { Scale; 0.3598 " � WARNINGS: GENERAL NOTES, unless°thorniee noted, lediall �. T LUSS: FWA 1.Builder and erection contractor should be advl ddf g General Nolo. 1.Tha design 6 based only upon the parameters shown and is for an individual ' OF a\' Arid Warnings before construction commence bullMng component.Applicability of design parameters and proper 7I ,�/—OREGON V 2.Dt4 compression web bradng must be installed shown+. Incorporation of component Is the reeponeibAXy of the building designer, dw" 'yl'�/ 3.Additional temporary bracing to Insure stability du conehucllon 2,Design lissome the top and bottom lords h be laterally braced al `�/� -T�"' A n ` �4 DATE: 6/2 7/2016 Is the responsibility of the erector.Additional perm M bracing or 7 u,c,and at lg o,c,reapscthely unless braced throughout their length by "G/ y: L`_ the overall draclwe Is the responsibility of the lass designer. 2x Mine us sheathing such as plywood et Miens s and/or tlrywaB(BC). �' R.10- DATE: L"' SEQ.: K2 11618 6 4.No bad Mould be applied to any component until rail bracing d 4.Installation n tmptio Mftring or lateral pradnp requiredof the respective shown+a fasteners era compete and at no time should any da greeter Man 4.Dasisign egumes trusses are to be used Ina non-corrosive envlmnmeM, 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 r o billy for the H.Design aawmes NA bearing at aq supports shown.Shim or wedge If v fabrication,handling.shipment and inelelbtion of ct nponenfa. neceessry. EXPIRES: Cj c / 1/ 01 7 9.This design Is furnished object to the limitations ad forth by 7,Design assumes adequate drainage b provided A RC TPIIWfGA In BCSI,copies of which MB be Nmi4r upon request. B.Plates Maid a halted on terh faces disuse.and plead w their unlet June 27,2016 lines coincide with joint rImes. Mask USA Inc./CompuTrus Software 7.6.7lt1 L}E 0 Digits Indicate size of plate hr inches. 10,For bask connector plate design values sea ESR-137 t,ESR-1088(Mask) This design prepared from computer input by Pacific Lumber and Truss—BC TRUSS SPAN 20'— 5.0" OND. 2: Design checked for net(-5 psf) uplift at 24 "or spacing. LUMBER SPECIFICATIONS ICOND. 3: 150.00 PLF SEISMIC LOAD. I TC: 2x4 KDDF #1fiBTR LOAD DURATION INCREASE = 1.15 SPACED 29.0" O.C. BC: 209 KDDF #la BTR Design conforms to main windforce—resisting WEBS: 2x4 KDDF STAND LOADING system and components and cladding criteria. TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF Wind: 190 mph, h=23.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 92.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, LL = 25 POP Ground Snow (Pg) End vertical(s) are exposed to wind, M-1.5x9 or equal at non—structural Truss designed for wind loads vertical members (urn). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ote:Truss design requires continuous AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. bearing wall for entire span UON. 6-02 14-03 f '16-02 6-10-14 7-09-02 4 4 1 12 ,,0 lo 12 IIM-4x4 4 6.00 6.00 4.0" 2 4-,( a4\ M-3x6 ,M-3x6 f I 3 r O •pl. M-3x6 I td 0 1111\ 111N1 IIIIIIIIIIII .1 _ Aill '''I O I CO i I'e -. I 5 0.25" 6 M-3x6 M-3x5 M ), M-5x8 ; y ¢cO PRQP ss y 6_02 7-02-06 7-00-10 l ,cc•� �C.NGI�� /0 y 20-05 . :9200P r- 4010P,,e0;10 JOB NAME : AMERICAN MODERN STEP 5-PLEX - FWB Scale: 0.2379 WARNINGS: GENERAL NOTES, urlessutherwisa noted OREGON110 tt" �✓ I.Bustler and erection contractor should be advised of al General Notes 1.This design is basad only upon Me wonders shown and Is for an Individual 7,„w� �� 14 and WnMnga before conebndlon commences. building componentApplicability of design parameters and proper ! Truss: FW B Incorporation of component Is the responsibility of the building designer. 2.2z4 compression web bhang must be installed where shown•. 2.Design assumes me top ant bottom chords to be Wendy braced at /(,� 3.Additional temporary brecbg to Insure stebtily durhp construction T o.c.and et I V o.a respectively unless braced throughout their length by j f j'�� Is the responsibility Mtl a eredot.Additional permanent bracing of continuous sheathing such as plywaad eheatning(TC)and/or drywAl(BC). l�7-7 DATE: 6/27/2016 the overall structure Is the raapondblily of the building designer. 3.2a impact bddging or lateral bracing required where strewn 0+ 4.Installation Mimes le the responsibility of the respective contractor. 4.to bed shrub complete ean to t no component onny egad agll eater h end 5 Design assumes busses are b be used In a noncorrosive environment, SEQ.: K2116187 eedssdahaeendatrotipooentdatyNedsgreaterMan and arefor•drycondition•afuse. TRANS ID: LINK dengnbad!taano Wdfaanyrndanent. N Design assumes fulbearing atalsupports shown.Shim orwedge If EXPIRES: 12/31/201 7 5.CompuTrushasnocontrol over endassumes noronporrbglyfor the neuasary. June 27,2016 fabrication,handling,ahipmb nand Installation of components. 7.Design assumes adequate drainage is provided. d so their rester S.This design N furnished subject b the limitations set forth by S.Plates shag be located on both faces of those,and plan TPNNTCA M SCSI,copies of which all be furnished upon request. Ines ooindde with joint center linea. 9.Digits indicate size of plate In Inches. MITek USA,I nc./CompuTrus Software 7,6.7(11)-E IN.For basic connector plate design values see ESR-1311,ESR-1988(MITek) 11 This design prepared from computer input put by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 IC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR 1-2=( 0) 76 2-4=(-594) 595 3-9=(-214) 198 WEBS: 2x9 KDDF STAND SPACED 29.0" O.C. 2-3=(-333) 331 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LI, 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PDF MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. BEARING DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -119/ 917V -600/ 600H 5.50" 0.67 KDDF ( 625) 9'- 0.0" -126/ 251V -600/ 600H 5.50" 0.40 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) M-1.5x9 or equal at non-structural LI ITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL vertical members (uon). RE UIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Ir OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOI�TOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 ANI BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.029" @ 2'- 2.9" Allowed = 0.239" MAX TC PANEL TL DEFL = 0.024" @ 2'- 2.9" Allowed = 0.359" f { 4-00 MAX HOAR. LL DEFL = 0.003" @ 0'- 5.5" 12 II 'I MAX HORIZ. TL DEFL = -0.003" @ 0'- 5.5" 6.00 ICOND. 3: 150.00 PLF SEISMIC LOAD. I M-1.5X3 Design conforms to main windforce-resisting system and components and cladding criteria. 3 -/ Wind: 190 mph, h=20.2ft, TCDL=9.2,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 IF Illi I 0 I N r 0 �� 14 M-3x9 M-1.5x3 y y y 1-06 4-00 c.�C 0GIN tSZP <2 :9200P pc' JOB NAME : AMERICAN MODERN STEP 5-PLEX - FWC -''. Scale: 0.6299 t! � p�" 4i' WARNINGS: GENERAL NOTES, unless otherwise noted 0 p /� K Truss: FWC1Builder and erection contractor ehodtl be no sed all General Notes This design is bard only upon the parameters shown and le for an Individual OREGON �1e. and Warning.before const udbn commences. I building componentApplicsbllity of design parameters and proper �✓ 2.2a4 compression web bredng must be installed re shown e incorporation of component is the responsibility of the building designer. �✓� .ff`", 14 �� 3.Additional temporary bracing to Insure Mobility du construohen 2.Design aeWmea the tap end bottom chords to be laterally braced al _7 f Is the responsibility of the erector.Addllbal penny m bracing of T 44 and et 15 o c reaped iely unless braced throughout their length by DATE: 6/27/2016 the overall ebuclurelathe responsibility ofthe bull de mnllnuousridgingorsuchIbas pryngre required eg(TC)own•drywaX(BC). illieRR1L 4,Ne toed should be applied to acomponentsigner. 3.2a Impact bridging or lateral responsibility required where shone+. SEQ.: K2116188pw nyunti rallbracingand 4.In/deletionoftrusshlheresponsibAltyofthe monthecentred°G fasteners are complete and at no time should any ds greater than 5.Design assumes trusses are to be used Inc nen-corrosive environment TRANS ID: LINK design loads be applied to any component and ere for•dry oendnlon"of we. 5.Com WTrus hes no control over and assumes no bIINy for Sre fi.Design assumes NN bearing at ail support shown.Shim or wedge If EXPIRES: / 1/201 febrlcatlon,handling,shipment and installation of ponenh, necessary. '�,! 7.Design assumes 6.This design is furnished aided b the Nmltatbne forth by 8.Plates shall be Mateduoen bootthhlleoenage Io s of trrusde nd placed a their center June 27,2016 TPW.'ICA in BCSI,copies of which nal be furnish upon request, lnee eoindde with pint anter tinee. MiTek USA,Inc,/CompuTrus Software 7,8,7(r1L}E 9.Diglb lndlatesisallatete Ininches. 10,For beau connector plate design values see ESR-1311,ESR4888(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 2.5" OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #10BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting BC: 2x9 RUDE' #1 gBTR SPACED 24.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Wind: 140 mph, h=l5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)-(DL( 7.0) ON TOP CHORD = 32.0 PSF (ALD Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), DL ON BOTTOM CHORD = 10.0 PSF load duration factor=l.6, TOTAL LOAD = 42.0 PSF End vertical(s) are exposed to wind, Unbalanced live loads have been Truss designed for wind loads considered for this design. LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 4-102 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for ..omplete specifications. DESIGN ASSUMES SHEATHING 5-07-04 5-07-04 TO ONE FACE ONLY 4 4 12 12 IIM-4x4 8.00 F77 Q 8.00 2 a o o ,41hhhI 1-01-08 y 11-02-08 y 1-01-08 y R,EO PROF4r. 44.,-c:;,,. %NGI �F9 /�,o • 89200PE r JOB NAME : AMERICAN MODERN STEP 5-PLEX - E1 -+ ,.�///��III�I Scale: 0.4900 rte,: �� ' —"q WARNINGS: GENERAL NOTES, unless otherMse noted: 40, �(�.'. 1.Bolder and erection contractor should be advised of al General Notes 1.building design gra isnba ed onlyu on the el parameters pan mown and n ends for proper individual d�y Truss: El and Warnings baron construction commences. bcorpontbn of component a the rowan:Witty of the building designer. 4.. •F ,(� Z^ �y� 2.254 compression web bredng musi be maalled where shown•. z Design assumes the top and bottom chords to be laterally braced at /Arm., [' 3.Atldilonal temporary bracing b insure stability dudrp condnwdon T o c.and at f O a.c.respectively unless braced throughout their length by E.R R L� Is the reshonsibily of the erector,Additional permanent bracing of continuous sheathing Ruch as plywood eheethlng(TC)and/or drywel(BC). 41 DATE: 6/27/2016 the overall structure N the responsibllty of the butling designer. 3,24 lmpad bridging or lateral bndng required where shown.+ S E K2 11618 9 4.No tow should be applied to any component until ager all bndng and 4.Installation of truss Is the responsibility of the reseed'.contractor. Q• fasteners are complete and at no time should any bads greater than 5.Design assumes trusses ere to be used in a noncorrosive environment, design bade be applied to any component. end are for"dry condition"of use. TRANS ID: LINK 6.Design assumes MIbearing atalsuppedsshown.Shim orwedge if EXPIRES: 12/31/2017 5.CompuTrus has no control over and assumes no reepnnsibillty for the necemq. fabrication.handling.,Mpment and lnstalatlon ofcomponents. 7.Design assumes adequate drainage is provided. JUnP.27,2016 8.Tha design N furnished subject N the Negations set forth by 8.Pates shall be located on both feces of mus,and placed so their center TPNNfCA in SCSI,copies of which cosi be Nmlsihatl upon request. Ines coincide velth joint H.Digits indlaa We of pate inrinches. MITek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector pate design veno.sea ESR-1311,ESR-1588(MITsk) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TC: 2x4 KDDF #1&BTR TRUSS SPAN 11'- 2.5" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 BC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -98) 109 1- 8=(-1326) 1519 1- 2=(-1002) 643 WEBS: 2x9 KDDF STAND SPACED 24.0" O.C. 2- 3=(-702) 331 8- 7=(-1326) 1519 3- 8=( -496) 504 LOADING 3- 4=1-562) 218 8- 4=( -64) 221 TC LATERAL SUPPORT <= 12"OC. DON, LL( 2S.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 5=(-562) 218 6- 5=( 1002) 504 BC LATERAL SUPPORT <= 12^OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 6=(-702) 331 6- 7=(-1002) 643 LETINS: 2-00-00 2-00-00 TOTAL LOAD = 42.0 PSF 6- 7=( -98) 109 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITD STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS IIEE SQ.IN. (SPECIES) REQUI ET OF IBC 2012 AND IRC 2012 NOT BEING MET. 1'- 2.5" -317/ 729V -2000/ 2000H 5.50" 1.16 KDDF ( 625) I 11'- 2.5^ -317/ 729V -2000/ 2000H 5.50^ 1.16 KDDF ( 625) BOTTTE CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND TTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 5-07-04 5-07-04 'r If MAX LL DEFL = 0.023" @ 9'- 7.7" Allowed = 0.515" f MAX TL CREEP DEFL = 0.024" @ 1'- 6.8" Allowed = 0.686" 1-08-12 1-00 2-10-08 1 2-10-08 1-00 1-08-12 gif g ,r MAX HORIZ. LL DEFL = 0.013" @ 10'- 9.0" 12 12 MAX HORIZ. TL DEFL = 0.015" @ 10'- 9.0" 8.00 IIMH4x9 Q 8.00 9 0„ ICOND. 3: 2000.00 LBS SEISMIC LOAD. 4 �� Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor=1,6, End vertical(s) are exposed to wind, M-1.5x3 14-1.5x3 Truss designed for wind loads 3 in the plane of the truss only. 5 M-3x4 �'", #+ 2 M-3x9 6 N o II/1 -/,-I 0 i:��w11 �� 1e�i. II co 0 1►=� o �7 -11 0 M-4x6 M-3x8 M-4x6 1 k l 5-07-04 , 5-07-04 1 11-02-08 y " 89200PE 9c' JOB NAME : AMERICAN MODERN STEP' 5-PLEX - E2 Scale; 0.9299 .r , . WARNINGS: GENERAL NOTES, unless other Ase noted It Truss: E2 1.Buiderand eredloncontractor should beadvised 4lGeneralNoteaonly -Aw OREGON 4 1 This design is based on u yt and Warnings before construction commence building component.Applkt.IXy of design parameters and pro ((,� 2.tette comproWon web bndng mutt be Installed vd1A shovel.. Incorporation of component Is the responsibility of the building designer. 01 3.Additional temporary bracing to Insure debility d construction 2 Design assumes the top end bottom Chorda to be laterally braced at -7 n VP' DATE: I•the rosponstdyty of the erector.Additional perm M bracing of 2'o c and et 10'c.c.reapedNsly unless braced throughout their length by 14 fr G' `.. 6/27/2016 meoveranamdurelararero.ponabSIyonheba aetpner eonunuct eh..mmgwonlbprywooden.aWtrene)enmoraryweA(Bc). RR L -. 4.No bed should be applied to 3. Impact bridging or the le bracing required where shown.. SEQ.: K211619 0any component until a r all bndng and 4.Inaalletbn of(ruts Is the responsibility of the respective contractor. fasteners are complete and at rro time should any s greater than 5.Design assumW trusses are to be used Ina noncorrosive environment, TRANS ID: LINK desIgn load.be applied to erty050rponent end are for dry Osedltlon of use. 5.Campania has no control over end assumes no raaponeiblgty for the S. sign assumes Ng bearing et all supports Mown.Shim or wedge If �y RES: 12/31/2017 ry r�/� fabrication,handling,ehipment and Inaalletlon of wnponents. CeN°ry. EXP I i 2/.}1/Lll1 S.This design I.furnished subject to the limitations M fart by 7.Design shall t ho located ailed on ne botdrah faces is puss, n June 27,2016 TPWAIEAIn SCSI,copies of wilds cli be Nmlllni upon request. S Anes colndtlsvdih joint canter rllinaof i+uu,and plead a their comer MITak USA Inc./CompuTrus Software 7.6.7rhL}E S.Digits Indicate are of pine In inches 10.For basis connector plate design values see ESR-1311,ESR-1988(Mask) This design prepared from computer input by Pacific Lumber and Truss-BC TRUSS SPAN 13'- 6.0" - IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 1- 2=( 0) 71 2- 6=(-718) 1912 6- 3=( -309) 991 6. TC: 2x4 KDDF#1BTR2- 3=(-2191) 726 6- 7=(-547) 1421 3- 7=(-1008) 498 BC: 2x4 KDDF ST&NDR SPACED 24.0" O.C. 3- 4=( -605) 155 7- 8=( -55) 125 7- 4=( 0) 319 WEBS: 2x4 KDDF STAND; LOADING 4- 5=( -604) 157 5- 5=( -525) 201 2x6 KDDF #2 A LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD= 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -122/ 716V -104/ 124H 5.50" 1.15 KDDF ( 625) OVERHANGS: 13.5" 0.0" 13'- 6.0" -75/ 547V 0/ OH 5.50" 0.37 KDDF (1485) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. •. For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP OND. 2: Design checked for net(-5 psf) uplift at 24 "lac spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.004" @ -1'- 1.5" Allowed= 0.113" MAX TL CREEP DEFL = -0.004" @ -1'- 1.5" Allowed= 0.150" MAX LL DEFL = -0.064" @ 2'- 11.5" Allowed = 0.629" 7-10-12 5-07-09 MAX TL CREEP DEFL = -0.124" @ 2'- 11.5" Allowed= 0.839" ,r f MAX HORIZ. LL DEFL = -0.051" @ 13'- 3.2" 3-00-08 4-10-04 5-07-04 MAX HORIZ. TL DEFL = 0.083" @ 13'- 3.2" 1212 Desi n conforms to main windforce-resin ti ng IIsi-9x9 Q 8.00 g 8.00C77 system and components and cladding criteria. 9.0" P R 9 1,-.TX Wind: 140 mph, ht , t, TCDL=4.2,BCDL=6.0, ASCE 7-10, NN (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), RP load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. NOTE:LEGDOWN NOT CHECKED FOR ANY LATERAL LOADS. ;54Ii %;. 3X4 o� .M : I NOT EXPOSED TO WIND LOADING,INTERIOR CONDITION. ..Mk3x9 �� 7 M-3x6 A o I U' M-3x8 (No ... of 2 M-5x6 r-( o M-3x4+ Q 6.44 12 J. 1 J. )' 1 2-09 5-00 5-03-08 0-05-08 1 1 1 1 ��Q OA-4,, 1-01-08 2-09 10-09 13-06 <C :920OPE �t 1-01-08 JOB NAME : AMERICAN MODERN STEP 5-PLEX - E3 Scale: 0.3061 "r0,09.,00' � WARNINGS: O.NER e Nb, unless mite er y` OREGON I.Balder and erection coMndor should be,,... o/d General Notes I.This insdeigncop based only upon the parameters Mown and b tel en IntlNousi 7 Truss: E 3 and Waminps before conalrudlon commences. balding component.p Applicability of deign parameters and proper 1.� .liY �.4 00 �..1e, 2.2e4 oomprea.lon web bracing must be Installed where shown.. Deign assumes of component o the re.ponds to of the building designer. fa 3.Additional temporsry bracing to Insure stability during construction 2 Deign and t I.the top and respectively a la braced o de throughout broad et Is the respdnsibAty of the erodor.Additional permanent bracing of 2 nt:no.end st ee laic..n as ply woods bread(7G)a d/they length : R R 1 L4 continuous sheathing such as plywootl MsetMng(TC)and/or dryweA(BC). A'�Il DATE: 6/27/2016 the overall abudure Is the responsibility of the building designer. 3.2s Impact bridging or lateral bracing required where shown.• 4.No load alwuitl be applied to any component until after s6 bracing and 4.Installation of trues is the responsibility of the respective contractor. SEQ.: K2116191 fasteners are complete and at no time should any roads greater than 5.Design assumes truaaes ere to be used m a noncorrosive environment. deign Mede be.Ppllaamany component. andan.ror•dry full ofoe.. EXPIRES: 12/3112017 TRANS ID: LINK 6.Design assumes NA bearing et ell suppoN Yawn.Shim or wedge 11 5.compuTru.has no control over and ammo.no responsibility for neo tabdoanon,handling,shipment and lnatamtion of components. 7.Design assumes adequate drainage(5 prodded. June 27,2016 6.Ibis deign Is furnished subject to the limitations set forth by 8.Plates .651 be located Joint center th faces of buss,and placed so their center 4W TPICA In BC6i,copies of which WIM furnished upon request. P.Digits indicate sire of poo in inches. MiTek USA,Inc.ICompuTrus Software 7.6.7111_)-E 10.For basic connector plate deign values see ESR-1311,ESR-1985(MITch) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TC: 2x6 KDDF #1613T129-08-00 GIRDER SUPPORTING 36-01-00 ON IC 9-08-00 GIRDER SUPPORTING 1-00-00 IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 BC: 2x9 KDDF #1sBTR1-2=(-459) 650 9-5=(-1552) 6274 1-9= _ WEBS: 204 KDDF STAND; ,LOAD DURATION INCREASE = 1,15 (Non-Rep) 2-3=(-954) 650 5-6=(-1552) 6274 9-2=(-6868) 1719 6-3=((-6868) -1760) 1719 2x6 KDDF #2 A LOADING 5-2=( -120) 120 TC LATERAL SUPPORT <= 12"OC. UON. LL = 25 PSF Ground Snow (Pg) BEARING BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 5'.0)+DL( 19.0)= 64.0 PLF 0'- 0.0" TO 9'- 8.0" VMAX VERT MAX HORZ BRG REQUIRED BRG AREA BC UNIF LL( -9•.•5)+DL( 11.5)= -1.0 PLF 0'- 0.0" TO 9'- 8.0" V LOCATIONS REACTIONS 69V REACTIONS005I5E SQ. ( 625) TC UNIF LL( 44..•0)+DL( 289.7)= 715.8 PLF 0'- 0.0" TO 9'- 8.0" V 9'- 8.0" -940/ 3769V -2000/ 2000H 5.50" 6.02 KDDF ( 625) 9'- 8.0" -940/ 3769V -2000/ 2000H 5.50" 6.02 KDDF ( 625) -, ( 2 ) complete trusses required. LI.TED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Attach 2 ply with 3"0.131 DIA GUN REt'SREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. nailss ing2ered( LL.. oc iI-OND. 2: Design checked for net(-5 psf) uplift at 24 " spacing. 9" oc in 1 row(s) throughout 2x9 bottom chords, Asia BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. P q 0 6" oc in 2 rowow(s) throughout 2x6 top chords, 9" oc in 2 row(s) throughout 2x6 webs, BOTOM CHORD CHECKED FOR 30 PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, 80 9" oc in 1 row(s) throughout 209 webs. MAX LL DEFL = -0.088" @ 4'- 10.0" Allowed = 0.938" MAX TL CREEP DEFL = -0.177" @ 4'- 10.0" Allowed = 0.583" MAX HORIZ. LL DEFL = 0.021" @ 9'- 2.5" MAX HORIZ. TL DEFL = 0.035" @ 9'- 2.5" ICOND. 3: 2000.00 LBS SEISMIC LOAD. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4-10 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4-10 load duration factor=1.6, ,f End vertical(s) are exposed to wind, M-3x6 ,, M-7x10 M-3x6 Truss designed for wind loads in the plane of the truss only. f- 2 0 ao� I I co c o A - o ti ��A o f 4X 5 7>C6 M-4x10 M-1.5x3 M-4x10 ), y 4-10 4-10 y 9-08 y �� O6161 P R Opo, GCI T 4t* 89200PE s'<' JOB NAME : AMERICAN MODERN STEP 5-PLEX - G1 .✓ Scale: 0.5609 i '�� • WARNINGS. GENERAL NOTES, unless otherwlae noted Truss: G1' 1.Builder and erection contractor should be advisedelfall General Notes 1.This design N based only upon the Sli OREGON and Wamines before construction commences. build) paradesimeters par sewn and U open individual !l 2.2x4 eom roselon web bracing Ip component. la bility of ePenld parameters and proper P 9 mull be installed n shown�. Incorporation of component la me respond iffy of Me building designer. y 3.Additional temporary bracing to insure stoNi ly du neern,dlon 2.Design assumes the top and bottom chords to be laterally braced at r/� '7 A�� DATE: 6/27/2016 lathe responsibility of the erector.Additional perms ani bracing of TData ands IC,eo o.c,respectively unless braced throughout their length by '�/ ^- Y L Oe. y the overall structure Is the responsibility of me but designer. 3.Is lap ous iffingi or r such I bracing acing re aired where shown nmor tlrywaA(BC). 'y/1 �'�� S- S EQ.: K211619 2 4.No bad Mould be applied to any component until a r all bradng and 4.nstanawtbnct oiimega is theeresponsib,lly of me reeepeectmmr.00r. S ee 17 fasteners are complete and at no Om should any a greater than 5.Design essumes trusses are to be used in a ounanrrosive environment, TRANS ID: LINK design beds be applied to any component. dna are for"dry condition"of use. 5.CompuTms has no control over and assumes nor* omlbllily forme 8.Design assumes NI bearing at all supports mown.Shim or wedge if y p �+ fabrication,handling,shipment and installation of ponents. neceesery' E/�P�REI]:. 12/31/2017 8,This design Is furnished subject bins limitations bM by 7.Design...we adequate drainage is prodded, ` TPWW-CA In SCSI,cookie of vhieh will be Nmish upon rogues. S lees coinci.Plates shall de with Joint centelocated on r bothfacesof truss,and paced so their center June 27,2016 MITek USA,Ina/CompuTtus Software 7.6,7(IIL}E S.Digits Nalnre azo of plate in Inches 10.For basic connector plate design values see ESR-1311,ESR-1588(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC 15-05-08 GIRDER SUPPORTING 20-05-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-4816) 998 1- 6=(-878) 3836 6- 2=( -356) 1848 4- 9=(-4980) 1086 TC: 2x6 KDDF #1SBTR 2- 3=(-3040) 682 6- 7=(-870) 3800 2- 7=(-1690) 914 9- 5=( -40) 10 BC: 2x6 KDDF STANTR LOADING 3- 9=(-2486) 598 7- 8=(-330) 1329 3- 7=( -310) 1402 WEBS: 2x9 KDDF STAND LL = 25 PSLOADING Ground Snow (Pg) 4- 5=( -110) 136 8- 9=(-330) 1324 7- 4=( -934) 2006 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 69.0 PLF 0'- 0.0" TO 15'- 5.5" V 8- 9=( -640) 2940 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 230.2)+DL( 176.51= 406.8 PLF 0'- 0.0" TO 15'- 5.5" V BEARING MAX VERT MAX HORZ BRG REQUIRED eRG AREA @@ADDL: BC CONC LL+DL= 1967.0 LBS @ 13'- 6.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -814/ 3900V -104/ 209H 5.50" 6.24 KDDF ( 625) --/,-- ( 2 ) complete trusses required. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 15'- 5.5" -1162/ 5344V 0/ OH 5.50" 8.55 KDDF ( 625) Attach 2 ply with 3"x.131 DIA GUN REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. nails saggered: 9" oc in 1 row(s) throughout 2x9 top chords, XX CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP 9" oc in 2 row(s) throughout 2x6 bottom chords, 9" oc in 1 row(s) throughout 2x9 webs. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. OND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.034^ @ 4'- 10.3" Allowed = 0.727" ��HANGER BY OTHERS TO APPLY MAX TL CREEP DEFL = -0.077" @ 4'- 10.3" Allowed = 0.969" CONC.LOAD(S)EQUALLY TO ALL MEMBERS. MAX HORIZ. LL DEFL = 0.009" @ 15'- 2.0" 6-04-12 MAX HORIZ. TL DEFL = 0.017" @ 15'- 2.0" 9-00-12 T 4-00-11 4-05-04 1-11-08 Design conforms to main windforce-resisting 5-00-01 . { 1' i' system and components and cladding criteria. 12 M-5x6 M-4x8 M-1.5x3 Wind: 190 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 8.00 3 4 5 -/ load duration factor=1.6, /, oo End vertical(s) are exposed to wind, �p a=rl� Truss designed for wind loads in the plane of the truss only. M-3x5 4 y o VD W o0 O T c C® N �W -! c I� •: 8 _ 9 of 1�1 6 M-6x8 M-3x8 o M-5x10 M-3x6 -M-4x9 *1967# y 1 4-10-05 y 4-04-03 y 4-03-08 1-11-08 �4CCG NG h1 9©� ROFt619 l 15-05-08 :9200PE fit'" E : AMERICAN MODERN STEP 5-PLEX - E4 Scale: 0.3347 , ..... JOB NAM OREGON � kr /r w, WARNINGS: GENERAL NOTES, unless othemAaenoted 7 4OREGON 1.Budder end erection contractor Mould be advised of el General Notes 1'This design le bolding component,Applicability of design parameter.anonb upon the parameters shown d proper individual L�1 � w n �� Truss: E4 and ventrad pa before construction commences Incorporation of component is the responsibility of the building designer. aq L 2.7,4 compression web landing must be Installed where shown«, 2.Design assumes the top and bottom chords to be lateraly braced N 3.Additional temporary Wooing to Insure stability during a bredn ton 7 o.e.and at ee o e.reaps ee p y needs broad Ihraugh dl Ihslr lengm by + IA I( �,,,; Is me reeponWdlry of the erector.Additional permanent landing of continuous sheathkp such as plywood Msatnlng(TC)and/or drywal(BC). 7l r DATE: 6/27/2016 the overall tlnrc ate INthe m endbAlly el the bulding designer. 4.I loped �rtheNf see. required rsspre He wntroaor. SEQ.: K2116193 4.No bed n be date applied to any component until ray.Serall bratlng end 5.Design assumes hums are to be used Ina noncorrosive environment, fasteners Cr.are compete end at no time should any loads greater then end we for"dry condition"ofuse. CR/O'd EXPIRES: 12/31/2017 TRANS ID: LINK design bade be applied to any component. S.Design assumesml bearing at al supports shown.Shim or wedge if R`S 5.CompuTrus has no control over and assumes no naponaldliN lar me nes June 27,2016 fabrication,handling,shipment end Installation of components. 7.Design esign assumes adequate drainage is provided. 8.Thiola design b mmietwd twitted to the limitations set bit by 11Metes shall be locithated n both faces clause,and placed eo their center TPWvfCA in SCSI.wpbs of which wit las furnished upon request. enter lines. lines Digits Indicate else of pleb in Inches. MITek USA,InC./CompuTrue Software 7.6.7(1L)-E 10.For basic connector plate deeds values see ESR41311.ESR•1868(MITek) r' This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cit=1.00 TC: 2x4 KDDF #15BTR LOAD DURATION INCREASE = 1.15 1-2-) 0) 71 2-9=(0) 0 BC: 2x9 KDDF bluNTR SPACED 24.0" O.C. 2-3=(-82) 21 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL. 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 13.5" 0.0" , TOTAL LOAD = 42.0 PSF 0'- 0.0" -86/ 333V -13/ 579 5.50" 0.53 KDDF ( 625) 1'- 4.9" -49/ 30V 0/ OH 1.50" 0.05 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 9.0" -6/ 25V 0/ OH 5.50" 0.04 KDDF ( 625) LI ITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL RE IREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. I,, BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP f-OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.004" @ -1'- 1.5" Allowed = 0.113" 1-05-11 MAX TL CREEP DEFL = -0.004" @ -1'- 1.5" Allowed = 0.150" .� ,� MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.041" MAX BC PANEL LL DEFL = 0.003" @ 1'- 3.8" Allowed = 0.092" MAX BC PANEL TL DEFL = 0.002" @ 1'- 2.8" Allowed = 0.122" 12 i, MAX BC PANEL TL DEFL = -0.001" @ 1'- 5.9" Allowed = 0.122" 8.00 1377 MAX HORIZ. LL DEFL = -0.000" @ 1'- 4.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 4.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, '. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, 1, d, Truss designed for wind loads �Q Io in the plane of the truss only. 0 r I 0 It 4 M-3x4 l y y 1-01-08 2-0 (PROVIDE FULL BEARDNG;Sts:2,3,4 00 PRQF 4., '1; 619 /r: � r, :9200PE ; �'JOB NAME : AMERICAN MODERN STEP5-PLEX - EJ1 Scale: 0.7095 ` � WARNINGS: GENERAL NOTES, unless otherwise noted �l /'v/y -. Truss: EJ1 t•Builder and erection contractor should be advised A General Notes I.This design Is based only upon me parameters shown and b for an individual 'p' OREGON y �t)a.' and Warnings before construction commence building component.Applicabilsy of design parameters and proper1.11 1T `Y 2.2.4 compression web bredng musi be Installed I shown+. Incorporation of component h the responsibility of me building designs, .�Q t,, 3.Additional temporary bracing to insure stability du consbuctlon 2.Design assumes the top and bottom chords Wles laterally braced at �Q `F 14V �"'�"' Is the responsibllty of the erector.Additional pe nt bracing of 7 o.c.and a110 o.c.respectively unless braced throughout melt length by DATE: 6/27/2016 the overall siructure lathe recontinuous 0hetming such as plywood required sheathing(TC)and/or drywal(BC) Fi1 I t epondblity ofthe nui designer. 3.In Impact bridging or lateral bracing where shown.* L., SEQ.: K211619 4 4.No load should be applied to any component until rail bradng and 4.Installation of truss la the responsibility of the respective contractor. fasteners are complete and at no time should any ds greater man S.Design assumes hisses are to be used in a noncorrosive environment, TRANS ID: LINK deign bads be applied to any component. too antl era Por"tlry condq cn''of use. 5.CornpuTrus has no control over and assumes nonsibblty for the 8.Design assumes Np bearing at el supporte shown.Shim or wedge if EXPIRES: 12/3112017 fabrication.handlling.shipment and installation of nuessary' pth by' '/.Deign eswmeto adequateothfagehprovitletl. JunP.27,2016 8.Thh design la cot,cod subject te ma Ilmilellansorm byB.plates shat ba satedonbothfacetof truss,and plawd ss their centerTPWVTCA In BCS(,copies of which a l be WIWupon request. fines coincide with joint center lines. MITek USA Inc./CampuTrus Software 7.6. L E 0.Digits indicate ala of plate in inches. '11 ). 10.For basis connector plate design values see ESR-1311,ESR-7888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 7.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-62) 20 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0,0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -118/ 428V -10/ 68H 5.50" 0.69 KDDF ( 625) 1'- 9.2" -72/ 41V 0/ OH 5.50" 0.07 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 7.7" -27/ 60V 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. 12 'COND. 2: Design checked for net(-5 psf) uplift at 24 "on spacing. 6.00 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 = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.003" @ 1'- 2.0" Allowed = 0.150" MAX TC PANEL TL DEFL = 0.003" @ 1'- 0.9" Allowed = 0.224" MAX HORIZ. LL DEFL = -0.000" @ 2'- 6.9" MAX HORIZ. TL REFL = -0.000" @ 2'- 6.9" 3 -/ Design conforms to main windforce-resisting system and components and cladding criteria, 0 Wind: 140 mph, h=19,8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1,6, I End vertical(s) are exposed to wind, Truss designed for wind loads I in the plane of the truss only. r •"" o Iri o 2 r�� 4�T� 14-3x4 y y l ) 1-06 2-00 0-07-11 (PROVIDE FULL BEARING;Jts:2,9,3 I <4.:5‘ � lo P R e p mss` z 9200P r JOB NAME : AMERICAN MODERN STEP 5-PLEX - ESJ1 Scale: 0.8734 lam. �� WARNINGS: GENERAL NOTES, union otherwise noted: 0 rt- Iv OREGON \ .. 1.Bolder and emotion contractor should be advised of aft General Notes 1.This design Is band only upon the parameters shown and h for an Individual i v Truss: ESJ1 and Warnings before construction commences. building component.Appioabilly of design parameters and proper t� (} 2.7x4 compression web bracing meal be installed where shown+. Incorporation of component la the responsbl6y of the building designer. Ld,O 4} 1 A '2 a+,4 3.Additional temporary bracing to Insure stebay during construction 2 Design assumes the top and bottom chores to be laterally bawd et v �` 't - �+r" Is the raeponsmikty of me erector.Additional permanent bracing of 7 continuous sheathing such aii plywood sheaml p(TC)endeeW unless brand throughout rdrywallB ir length( ' R' R' 11-V DATE: 6/27/2016 the overall structure is the responsibility of the building designer. 3.2a Impact bridging or lateral bracing required where shown++ SEQ.: K211619 6 4.No load should be applied to any component unto after all bracing end 4.Installation of truss Is the rosponsiblay of the reapadbe contractor. fastener.are complete and at no time should any bads greater than S.Design traumas trusses are to be used Ina noncorrosive environment, design bads be applied to any component. end an for"dry condition"of use, 1 213 .ter r.1 7 TRANS ID: LINK 8.necessary. fabrication. es ml bearing et all supports shown.Shim or wedge if EXPIRES: L LL 11 5.Compu7rur has no control over and eewmea no responsibility for the necessery. fabrication.handling,shipment and ketallatlon of components. 7.Design assumes adequate drainage Is provided. June 27,2016 S.The deRgn is furnished subject to the limitations rel forth by S.Plates shall be located on both facet of trues,and placed as their center TPWHTCA in BCS(,copies or which all be furnished upon request. 9.Ines oincide ewithsirof pleb toint o lliinnees. DigitMITek USA,Inc./CompuTrua Software 7.6.7(11)-E 10,For basic connector plate design veins see ESR-1311,ESR-79S8(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 #1&BTR IBC 2012 MAX MEMBER FORCES 4WR/DUF/Cil=1.00 BC: 2x4 KDDF #1b BTR (LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-518) 536 4-5=(-1414) 6992 1-4= WEBS: ) -170) 68: 2x8 KDDF STAND; LOADING 2-3=(-518) 536 5-6=(-1919) 6992 5-2=(-7718) 1494 6-3=(-7170) 1968 2x6 KDDF #2 A LL = 25 PSF Ground Snow (Pg) 5-2=( -718) 3424 TC UNIF LL( 5C.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 9'- 8.0" V BEARING TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 450.0)+DL( 326.0)= 776.0 PLF 0'- 0.0" TO 9'- 8.0" VMAX VERT MAX TIOZ SIG REQUIRED SPG AREA BC LATERAL SUPPORT <= 12"OC. UON. LOCATIONS REACT/ONS 0/AC2I00H SIZE 6.56 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -901/ 4099V -2000/ 2000H 5.50" 6.56 ( 625) 9'- 4.0" -901/ 4099V -2000/ 2000H 5.50" 6.56 KDDF ( 625) ter, REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP nails staggered: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 2OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. XX 9" oc in 1 row(s) throughout 2x4 top chords, 6" oc in 2 row(s) throughout 2x8 Webs, chords, VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 9" in 2 row(s) throughout 2x6 webs, MAX LL DEFL = -0.075" @ 4'- 10.0" Allowed = 0.438" 9" oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -0.152" @ 4'- 10.0" Allowed = 0.583" MAX HORIZ. LL DEFL = 0.012" @ 9'- 2.5" MAX HORIZ. TL DEFL = 0.019" @ 9'- 2.5" 'COND. 3: 2000.00 LBS SEISMIC LOAD. I Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4-10 4-10 load duration factor=1.6, 1 $ T f End vertical(*) are exposed to wind, Truss designed for wind loads M-1.5x3 M-4x12 in the plane of the truss only. M-1.5x3 /- 1 2 © I- - 3 C. A o A ' 1 oi [ 0= I I t + , f 4>"< f 5 r><..6 =M-10x10 M-3x10 7.M-10x10 l )' 4-10 y l 4-l0 1 9-08 <ti0,5) PROp1 t,NGI N F6, bio 1,4 2 Q 89200PE fir" JOB NAME : AMERICAN MODERN STEP 5-PLEX - H1 Scale: 0.5609 . - 01011 _, WARNINGS: lai j GENERAL NOTEB, ashen olhervA*a solea Truss: H1 1.Builder and erection contractor should be advised 4t al General Notes t.This design Is based only upon the parameters*howl and i for an individual -7, OREGON )e_ apa Wamlrpe bebre construdbn commences. building component.Applicability of design parameter and proper �, 2.2a4 comproxion web bradng must be bsialletl a shown w. Incorporation of component Is the responsibility of the building designer. .!A �t.y�R. 3.Additional temporary bracing to Insure stability du construction Z Dedgn assumes the lop and bottom chords to be lateraly braced al r, _7 y A V Is the responsibility of the erector.Additional pe est bracing of 2 pc and et 10'c.c.rospedNey unless braced throughout Meir length by 1. jy DATE: 6/27/2016 he evara l structure Is the responsibility of the but ng designer, continuous sheathing such a*plywood shealmng(TC)and/or dowaA(BC). C Fil R 1�� Y S E K2 11 61 9 7 4.No bad should be applied to anycol 4.in2lopedutrn bridging or the lateral prodiity of the where Moven a a Q• portent until r all eatanh and 4.Design dims is es to aresponsibility of the respective contractor. fasteners b are compels and at no gine Moura any ads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS I D: LINK design beds be applied to any component. and are for"dry eondNun°of use. 5.CompuTnb has no control over and assumes no rondbllity for the 6.Design assumes lad bearing at el supports Mown.Shim or wedge If EXP RES. 12131/2017 hbricelbn,handling.shipment and Installation of mponents. ry' 8.ThIdesign bfurnished subject totMIimgellons tont by T.Pesignassumesoledon drainageeoprovided. June 27,2016 TPIMTCA m SCSI,copies of which MI be Nmleh tl 4 B.Plates shall be Pooled on both faces of buss,and placed so malt center upon request. Anes colndae vdm Joint center lines. MITek USA Irl./CompUTms Software 7.6.T1 L}E 9.Digits Inds ats In of plate In Inches. 10.For bode connector plate design values see ESR-1311.ESR-1008(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC TRUSS SPAN 1'- 2.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS 1-2=( -9) 62 5-6=(-142) 78 5-2=(-475) 319 BC: 2x9 KDDF #16BTR LOAD DURATION I2CR0ASE = 1.15 2-3=(-118) 106 2-6=(-155) 306 WE: 2x4 KDDF STANTR SPACED 24.0" O.C. 3-4=( 0) 0 6-3=(-229) 264 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12^OC. UON. 12 TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 4.00 0'- 0.0" -138/ 983V -47/ 66H 5.50" 0.77 KDDF ( 625) OVERHANGS: 18.0" 0.0" LL = 25 PSF Ground Snow (Pg) 1'- 2.5" -200/ 79V 0/ OH 5.50" 0.13 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 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 = 0.010" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.011" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = -0.000" @ 0'- 8.9" Allowed = 0.028" MAX TC PANEL TL DEFL = -0.000" @ 0'- 8.4" Allowed = 0.041" MAX HORIZ. LL DEFL = -0.000" @ 0'- 9.0" MAX HORIZ. TL DEFL = -0.000^ @ 0'- 9.0" M-1.5x3 Design conforms to main windforce-resisting 4 -, system and components and cladding criteria. M-3x4 3 Wind: 190 mph, h=20ft, TCDL=9.2,BCDL=6.0r ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 2 111), �1 load duration factor=1.6, sed /- 1011 End Trussdesignedforewindoloadso wind, in the plane of the truss only. el 0 0 mO N I 1 o 0 .1 11 NI 5► ' < .7...6 M-1.5x3 -3x4 � q PROFS-S' 1-06 1-02-08 89200PE r JOB NAME : AMERICAN MODERN STEP 5-ALEX - HJ � - Scale: 1.0366 IM ft' 1.Bulger GThis lin Is b, unless on the par sited. IP OREGON �w 7.Bulger and.poq,. ,,gru should be Maimed of all General Nobs 1.Thu1.mMstgn I.based.Applnly upon M of parameters end is individual tr. 4, �w n � Trues HJ arae want ng.baron const udkn oommena... building component. f+ 4 L 2.204 compression web bracing must be installed where shown w. Incorporation of component Is the responsibility of me bulkgng designer. p 2.Design naumes the top and bottom chords to bs laterally braced at '("fa 3.Additional temporary bracing b Insure stability during construction T o.e.and at 1P o c.respectively unless braced throughout their length by eV/ Fi rj 1 �. Y Is the roaponlNRy of the erector.Additional permanent bracing of continuoussheathing such.5 plywood sheathing(TC)and/or drywoA(8C). Il f+' DATE: 6/27/2016 the overall structure Is nte responsibility of the building designer. 3.2.Impact bridging or lateral bracing required where.hewn 0 0 4.No load should be applied to any oomponam until ager II bracing end 4.Instagatbn of trues lathe roywnelbity of the respective contractor. SEQ.: K211619 6 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses aro to ba used in a non-corroeloa environment, and are for a,,,mnd1B5"ofum. EXPIRES: 1 f3II2017 TRANS I D: LINK design loads be applied to any component. 8.Design assumes ba a bearing at all supports shown.shin or wedge 5.compuTrus has no control over end ammo*no responsibility for the nese awry. robncatlon,handling,shipment and inalalledon or components. 7.Design assumes adequate drainage Is provided. June 27,2016 6.This design is Nmlehed subject to the limitations set forth by 8,Plats..808 be located 1 d on centerboth lines. 9. Mims,and placed so their center TPWvrCA In SCSI,copies of Mich will be furnished upon request. 9 Digits indicate.100 0f plete in Inches. MITek USA,Inc./CompuTrus Software 7.6,7(1L)-E 10.For bask connector plate deeign values we ESR-1311,ESR-1888(MIT06) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TC: 2x4 KDDF #16BTR TRUSS SPAN 1'- 2.5" IEC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LOAD DURATION INCREASE = 1.15 1-2=( -4) 62 5-6=(-192) 78 5-2=(-475) 319 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. WEBS: 2x9 KDDF STAND 2-3=(-118) 106 2-6=(-155) 306 LOADING 3-9=( 0) 0 6-3=(-229) 264 TC LATERAL SUPPORT <= 12.0C. SON. 1.1( 25.0)551.) 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED IRS AREA OVERHANGS: 18.0" 0.0" TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -138/ 983V -47/ 66H 5.50" 0.77 KDDF ( 625) 11 LL = 25 PSF Ground Snow (Pg) 1'- 2.5" -200/ 7951 0/ OH 5.50" 0.13 KDDF ( 625) MITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL QUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. IrONn 2. Denign rherked for net(-5 pelt uplift t 24 " sparing BeiTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP anr AI1D BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.010" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL= -0.011" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = -0.000" @ 0'- 8.4" Allowed= 0.028" MAX TC PANEL TL DEFL= -0.000" @ 0'- 8.4" Allowed = 0.091" MAX HORIZ. LL DEFL =-0.000" @ 0'- 9.0" MAX HORIZ. TL DEFL= -0.000" @ 0'- 9,0" Design conforms to main windforce-resisting system and components and cladding criteria. 12 4.00Wind: 140 mph, h=20ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 1_1_09-1-2 (All Heights),load duration fEnclosed, Cat.2, Exp.B, MWFRS(Dir), End vertical(s) are exposed to wind, a Truss designed for wind loads O 6,Q in the plane of the truss only. M-1.5x3 M-3x4 3 ' 01 1 00 providesupport o °e 4-0i0 provide support 8-00 o o I I 0 M N 5� . .'.'6 ! M-1.5x3 M-3x4 .y y y 1-06 1-02-08 10-00 y , D PROP4- �yGtN; ip 89200PE pr JOB NAME : AMERICAN MODERN STEP' 5-PLEX - HJ1 Scale: 0.4214 WARNINGS: GENERAL NOTES, unless otherwise noted: A,./rt Truss: HJ1 1.Builder and*radion contredor should be advised Of all General Notes 1.This design b based only upon the parameters shown and b for an individual T! OREGON )a4 and Warning.before comeuctbn commences. building componentApplicability of design parameters and proper re£a A,/ 2.144 comprewien web bracing must be kMslbd where dawn+, incorporation of component is the responsibility of the building deigner. .Q 1# 3.AdOlonal temporary bracing to Insure stability dung construction 2.Design Become.ms top end bottom Grande b be laterally bread H '�� + 1 A �V� Is the responsibility of the erector.Additional peminent bracing of T o.e.and H 10 o.c.reapeclNely unfaee brocotl throughout mak length by i Y �y], DATE: 6/27/2016 the overall structure Is the responsibility ohne Whing designer. 3 continuous Impact mnu d Mg: ouch as plywood re meed here sand/or dryoel)ec). �'�� {rA,,. SEQ.: K211619 9 4.No load Mould be applied to any component unulater all bracing and 4.Installation o nn is lateral responsibility l bracing required reapo shown+. apo be 01.of the respectee contractor. 'whiners are complete and at no Sine should any leads greeter than 5.Design assumes Weans are to be used In a ran<onostve environment, TRANS I D: LINK design bads be applied to any component. and are for^dry condition.or use. 5.CompuTma has no control over and assumes no leaponslbdlly for the 8.Design assumes ml bearing al as supports shown.Shim or wedge If EXPIRES: / 1/2 fabrication.hendling,shipment end hslalletbern n of eponenla. necessary. 6.This delgniNmi.b.dsubject toheImitations lot forth by 7.Platlgna.sbeeladedon othfegahpross,an June 27,2016 8.Plates:rid be located on bolo faces of truss,and placed so their cellar TIWYWCA In SCSI,wpbs of which MI be Nmistal'd upon request. Ines coincide with joint center line. MiTek USA,Inc./CompuTrue Software 7.6.717 L Z 5.DIOils Indicate size of plate hr Inches. 1 E 10.For beet connector plate design values see ESR-1311,558-1588(MITak) This Pacific designLumber preparedandTruss-BC from computer input by TRUSS SPAN 1'- 10.3" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS 1-2=(-920) 923 3-4=(-1793) 1795 1-3=( -55) 94 2-4=(-1401) 1383 4 BC: 2x4 KDDF 14BTR LOAD DURATION INCREASE = 1.15 3-2=(-2264) 2257 BC: 2x4 KDDF laBTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -1359/ 1910V -2000/ 2000H 5.50" 2.26 KDDF ( 625) BC LATERAL SUPPORT <= 12"OC. DGN. TOTAL LOAD = 92.0 PSF 1'- 10.3" -1358/ 1903V -2000/ 2000H 5.50" 2.25 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 29 "or spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=1./290, TL=1./180 MAX TC PANEL LL DEFL = -0.001" @ 0'- 10.2" Allowed = 0.064" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = -0.002" @ 0'- 6.7^ Allowed = 0.096" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = 0.003" @ 0'- 3.5" M-1.5x3 M-3X8 MAX HORIZ. TL DEFL = -0.003" @ 0'- 3.5" 1 2 -1 ICOND. 3: 2000.00 LBS SEISMIC LOAD. f Design conforms to main windforce-resisting I I system and components and cladding criteria. i'i Wind: 140 mph, h=19.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, I I End vertical(s) are exposed to wind, in rn Truss designed for wind loads in of in the plane of the truss only. I `� _ = II I 111 All connections and attachments of components to form 3 ---_>.<4 the structural system for imposed seismic loading is the responsibility of the engineer of record. M-3x8 M-3x9 Design assumes shear panel to align with verticals in adjacent trusses. Note:Attachments as stated above must account for the component overturning moment. 1, /. 1-10-04 s1/40 PR Opt. <;GJ <e, N A? 4. 44 17 4c :9200P r JOB NAME : AMERICAN MODERN STEP 5-ALEX - GHBPSale: 1.2100 :'l +'� ,< WARNINGS: GENERAL NOTES, unless otherwise noted .� OREGON r, 1.Buhr and erection contrador should be advised of al General Notes 1.This design h based only upon the parameters shown and b for an individual 7 Truss: GHBP and Warnings before construction commences. bu801ng compof co Appkebsth of seelgn parometere end proper ,y 2 ,P 2.2a4 compression nab bndng moat be insisibtl where shown�. Desigincorpn of component is the responsibility of the ally ri eesipner. FQ •Y -+jy, V 2 Design assumes the top end bottom dross to les lehralty braced al /l'd 3.Additional temporary bracing to Insure stability during construction p o.c.e,d et 1 O o.o.reep...4,unless bread threughout Bok length by F! j�j l j �� Ie the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TG)and/or drywei)BC). r�fl DATE: 6/27/2016 the overall stmt e le the responsibility of the building designer. 3.2c Impact bridging or lateral bndng required where shown•• 4.Na load should be applied to any component until after all bradng end 4.Installation of Was h the responsibility of the raspedive contractor.SEQ.: K21162 0 0 fasteners aro compete and at no time should any hada greater than 5.Design assumes hisses ere to be used In a ronconosbs environment, design Inds be applied to any component. and are for"dry condition"of use, EXPIRES: 12/31/2017 2/3y/I 017 TRANS ID LINK B.neatgneswmas fel bearing at el support shown.Shim or wedge If d 2ll1 • 5.Compu7rus hes no control over ant sesames no responsibility for the necessary. hbrloetlan,hendling,shipment and installation of components. 7.Design assumes adequate drainage B provided. June 27,2016 S.This design h furnished subject to the limitations set forth by B.Plates shag be located on both faces of truss,and placed so their oeMer TPWdTCA in SCSI,copes of which will be furnished upon request. B.pies indicate she of NW centateerlinem.s. MITBk USA,Inc./CornpuTrUC Software 7.6.7(1L}E 70.For beak connector plate design values see ESR-1311,ESR•IBBB(MITck) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 2.5" • IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 BC: 2x4 KDDF N10BTR LOAD DURATION INCREASE = 1.15 1-2=( -4) 62 5-6=(-192) 78 5-2=(-475) 319 WEBS: 2x4 KDDF STAND SPACED 29.0" O.C. 2-3=(-118) 106 2-6=(-155) 306 LOADING 3-4=( 0) 0 6-3=(-224) 264 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12^OC. UON. 12 DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 18.0" 0.0" 4TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) .00 D 0'- 0.0" -13B/ 483V -47/ 66H 5.50" 0.77 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 2.5" -200/ 79V 0/ OH 5.50" 0.13 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(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.010" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.011" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = -0.000" @ 0'- 8.4" Allowed = 0.028" MAX TC PANEL TL DEFL = -0.000" @ 0'- 8.4" Allowed = 0.041" MAX HORIZ. LL DEFL = -0.000" @ 0'- 9.0" MAX HORIZ. TL DEFL = -0.000" @ 0'- 9.0" M-1.5x3 4 Design conforms to main windforce-resisting system and components and cladding criteria. M-3x4 3 Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 2 (All Heights), Enclosed, Cat.2, Exp.O, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads ein the plane of the truss only, 0 rn o 0 r N 0 N I I - _ / 5 v /\6 M-1.5x3 .4-3x4 J. y y OpfOF " 1-06 1-02-08 �� GINEfi0 s/p 44.0 "Y 89200PE 9r' JOB NAME : AMERICAN MODERN STEP5-PLEX - GJ y "' Scale: 1.0366 I WARNINGS: GENERAL NOTES, unlessatharvdse noted. r'�t� /'� 'A'1 �y,,y[,,, Truss: GJ 1.Bidder and enalan contractor Mould be advised Wall General Notes 7.This design is based only upon the parameters shown and is for an individual 7/ OREVGOIV w ,)a_? and Weming.beton conduction aammenco budding component.Applicability of design parameters and proper v it �✓ 2.Ze1 comprosslon web bracing much be installed re shovm+. Incorporation of component is the responsibility of the building designer. ,` sy� 3 Adtlpbnaltamponry bracing m krauts gabllly tl constnxdbn 2.Design assumes the top and bottom chords to be laterally braced at �^ ( w ZV '^�+. DATE: 6/27/2016 is the responsibility of lb.erector.Additions'pe M bracing of -°sand a'"°.e raspectNely unless bncad mroughoul ihek hngM by •v� Y the overall proctors k the roeponsibllty of the but designer. continuous Meethbp such as plywood sheathing(7C)and/or drywal(BC). SEQ.: K2 1162 0 1 4.Na baa Should be applied to any component until er all brad 4.3. Impact bathosridging or lateral bracing repotted where skean+. R C`- rp and 4.malign a n of huss le the responsibility of the respect.e contractor, hdenen are complete and at no time should any greeter than 5.Design assumes busses an to be used In a noncorrosive envlronnwM, TRANS ID: LINK design bedsbe applied toany component. and ars for condition'of use. 5,CompuTrus has no control over and assumes no reasonability for the 8.Design assumes(W bearing sl all supports shown.Shim or wedge If EXPIRES:E 12/31/2017 fabkstion,handling,shipment and Ms...of components. necessary, 8.This design b furnished subject to the limitations salbibby 7.Design assumes adequate drainage is provided. 8.Plates ahapbboated onboth feces aftruss,end placed sotheir center June 27,2016 TPVWTCA In RCM,copies of which Mil be fuml"hat upon request. Ines coincide with joint center lines. MITek USA,leo,/CompuTrue Sonware 7.6.4111}E 0.51glh indinta tlss arpleb Ininches. 7 e.For bask connector plate design valor••e•ESR-1311.ESR-t688(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC TRUSS SPAN 1'- 2.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER 4PECIFICATIONS 1-2=( -4) 62 5-6=(-142) 78 5-2=(-475) 314 TC: 2x4 KDDF N1SBTR LOAD DUSPAIED I24R0ASE = 1.15 2-3=(-118) 106 2-6=(-155) 306 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 3-4=( 0) 0 6-3=(-224) 264 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -138/ 483V -47/ 66H 5.50" 0.77 KDDF ( 625) OVERHANGS: 18.0" 0.0" LL = 25 PSF Ground Snow (Pg) 1'- 2.5" -200/ 79V 0/ OH 5.50" 0.13 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'Pomp 2• Design ober-Rod for net(-5 pafl uplift at 24 'or spacing BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.010" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.011" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = -0.000" @ 0'- 8.4" Allowed = 0.028" MAX TC PANEL TL DEFL = -0.000" @ 0'- 8.4" Allowed = 0.041" MAX HORIZ. LL DELL= -0.000" @ 0'- 9.0" MAX HORIZ. TL DEFL = -0.000" @ 0'- 9.0" Design conforms to main windforce-resisting system and components and cladding criteria. 12 Wind: 140 mph, h=20ft, TCDL=4.2,0CDL=6.0, ASCE 7-10, x.12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(1310, 4 0 0 V ..0- load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads 06,0a in the plane of the truss only. *.C)..' 0, M-1.5x3 M-3x4 3 -/ 1-0� 2 ` provide support 01 illl 4-00 provide supporto CD o 8-00I I1_iii mai. 5 6 M-1.5x3 M-3x4 y y y )' t,�Q PR Ope 1-06 1-02-08 10-00 � 616 C•F.�GINE.e' ' Wo $ :9200PE r JOB NAME : AMERICAN MODERN STEP 5-ALEX - GJ1 Scale: 0.4214 r . WARNINGS: GENERAL NOTES, unless otherwise noted IP OREGON C, 1.Budder and erection contractor ahold be advised of ad General Nates f'Tile building design compe em.Applicability of design parameters and An the parameters shown and N per individual / 1_ Truss: GJ1 ata wandnes before oonamdlon commencos. Incorporation of component Is the responsibility or the building designer. 1. Y 14, 2.0 1" z.2s4 comprawon web bracing must be installed where mown.. 2.Design.swore the top and bottom chords to be laterally bread at +( 3.Additional temporary bracing b insure stability during construction z Ileand at 10 o.c.re.ped1ely adieu braced throughout their length by R..L r-�" Is the responsibility of the erector.Additional permanent bracing of continuous sheathing each e.plywood sheathing(7C)andror drywal(BD). DATE: 6/27/2 016 the overall structure is the responsibility of the building designer. 3.for Impact bridging or lateral bracing required where shown++ 4.No loadany should be applied to component until eller ell baring and 4.Installation of truss Is the response/lily of the ospedae centred°, SEQ.: K21162 0 2 fasteners are complete and at no time should any loads greater than S.Design same'Susses Cr.toused m°non-corrosive environment, and Cr.for•lily condition'of use. EXPIRES: 12/.3112017 TRANS I D' LINK ower code be mo d to sny companem. B.Design assumes d bearing at Cl wppod..hown.Shim or wedge if • 6.CompuTrus hes no control over and assumes no responsibility for the necessary. abrivtion,handling.ehipment end lne.Iatlon of components. 7.Design assumes adequate drainage is provided. June 27,2016 S.This design Is Wished subject to the limitations set forth by e.Plates shed be located on both feces of buss,and paced so their center TPSW0CA in SCSI.copes of which will be furnished upon request. area coincide with joint center lies. 5.Digits indicate Nze of pate in inches. MITek USA,Ing,/CornpUTruS Software 7.6.7(1L)-Z 10.For bask connector pate design values me ESR-1311,ESR-1S88(MITe10 I1: This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 7.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #156TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-22) 24 3-5=(-107) 93 BC: 2x4 KDDF 816BTR SPACED 24.0" O.C. 2-3=(-51) 32 WEBS: 2x4 KDDF STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT 1= 12"OC. UON. LLd 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -69/ 314V -14/ 47H 5.50" 0.50 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 7.5" -16/ 143V 0/ OH 5.50" 0.23 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQQIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. f 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" 3-03-12 I 0-03-12 MAX TC PANEL LL DEFL = 0.010" @ 1'- 11.5" Allowed = 0.165" j f fMAX BC PANEL TL DEFL = -0.009" @ 1'- 10.6" Allowed = 0.157" 12 MAX HORIZ. LL DEFL = 0.000" @ 3'- 3.B" 4.00 C7 MAX HORIZ. TL DEFL = 0.000" @ 3'- 3.8" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.8ft, TCDL=4.2,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 i1 in the plane of the truss only. II r 0 I 0 I 1 _ - o i 2 OE 5 M-3x4 M-1.5x3 y 1 . , 3-03-12 0-03-12 ), l I y 1-00 3-07-08' `C ,i,,5PROpF�s >. . 89200PE r JOB NAME : AMERICAN MODERN STEP 5-PLEX - L1 Scale: 0.6296 //�� • '' WARNINGS: GENERAL NOTES, amass olherwlae noted. 1. _� ) "' Truss: L1 SnIder and median cenlrsdorehoJd be.d hatldf.A General Notes This design is based only upas to,pa amaansgwn and I.B,an individual 7 R aN 1s and Warnings before consinolbn commences. building oomponem.Appinate lly of design parameters and proper 7 /°s. 2.A,4 compression web bradng must be installed a Moven i. incorporation of component la Me responsibility of the building tlaslgner. �Q Ate. �� ` 3,Additional temporary bracing to insure stability dug p construction 2.Design assumes the top and bottom chords to be laterelry brewed et Q "{ A ,Al "�'+ Is Me responsibility of Me...odor.Additional pe nt bracing of Y o.c.and at 10'o.c.respectively unless braced ihmuphoN their length by V {y DATE: 6/27/2016 Me overall structure la Me rsaPa sib6ty of the but ail tleelgner, continuous sheathing tush a•plywood sheathing(TC)and/or drywaf(BC). 41,fi R I L + jJ 3.2s Impact bridging or lateral bracing required where Mown.a L 4 SEQ.; K2116203 4.No load Mould be applied to any component until ran bracing and 4.Installation°Prow I•the responsibility of the respective centndor. fasteners aro complete and at no time should any Dads greater than 5.Design names tresses are to be used In a noncorrosive envkanmam, TRANS ID: LINK design bads be applied to any component. end are for'dry condition"of use. handling,shipment and installation of ponente. 5.Compurna hes no control over and assumes no nalbilny forme 8.Design assumes full bearing at ail supporta shown.Shim or wedge if EXP I RES: 12/31/2017 ketion, necessary. fabr 8.This design is furnished subject to Ms limitations torah by 7.Design h,iIBassumes adequate drainage faces la provided. June 27,2016 8.Plates shall be located on both facesol truss,and placed so their Amer TPVWfCA In BCSI,copies of which will be furnish upon request. Anes coincide wlih Joint center lines. MITek USA,Inc./CompuTrus Software 7.6.7 E e.Digits indicate Mb or plate in males I1 L} 10.For baste connector plate design values see ESR-7711,ESR-7888(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 7.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 204 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-46) 20 TC LATERAL SUPPORT <= 12"OC. VON. LOADING BC LATERAL SUPPORT <= 12"OC. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 POP 0'- 0.0" -66/ 321V 0/ 47H 5.50" 0.51 KDDF ( 625) 3'- 4.7" 0/ 42V 0/ OH 5.50" 0.07 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 7.5" -38/ 92V 0/ OH 1.50" 0.15 KDDF ( 625) as For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 4.00I7- OND. .00OND. 2: Design checked for net(-5 psf) uplift at 29 "on spacing. 1 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0^ Allowed = 0.133" MAX TC PANEL LL DEFL = 0.011" @ 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=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, lif (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1-6, r End vertical(s) are exposed to wind, o Truss designed for wind loads I 0 in the plane of the truss only. 0 L,fi li / . r o i - - a I 2 4 a o M-3x4 1 l l 1-00 3-07-08 'PROVIDE FULL BEARING;Jts:2,4,3 ' 4.cc, F"ROF SSS' w� t., GIN r fiR ia� 89200PE c' , JOB NAME : AMERICAN MODERN STEP 5-PLEX - L2 Scale: 0.8761 WARNINGS: GENERAL NOTES, uNaaa otherwise noted. li OREGON 1.Builder and erection contractor ehouo be advised of all General Notes 1.This design Is based only upon the parameters shown and M for an individual Truss: L2 and warnings before construction commences. building component.Applicability of design parameters and proper Q ty �l1 2.2x4 compression web bracing mud be Instated where shown a. Incorporation of component lata responsibility of the building designer. *"� •j 14 V�h(�� 3.Additional temporary bracing to Insure debility during construction 2 5etlan assumes the lop and bottom unlchoess braced to ds throughout bead at by -e!r v _ lathe responsibility of the erector.Addiond permanent bracing of 5 nt:na.and.ae10 hio.n.sad,as ply woods bead(TC)an l their length . E R�'t 1 ZJ continuous sheathing such as plywood sheathing(TC)erW/or drywel(BC). 1+5••• DATE: 6/27/2016 the overall structure is the responsibility of Die building designer. 3.2c lmpad bridging or lateral bracing required weere drown a a SE K21162 0 4 4.No load should be applied to any component until h after all bracing and 4. telation of truss Is the reapontlbtily of the reapeethe contractor. Q• (wieners are compote end at no time should any loads greaten than 5.Design assumes trusses are to be used Ina nonconusiva environment, design ostia be applied to any component. end are for"dry condition"of use. TRANS ID: LINK 6.Deelgnassumes mlbearing et ail supports drown.Shim orwedge If EXPIRES: 12/31/2017 5.ComWTrus hes no control over and amen.e no responsibility for the necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is prodded. Jure 27,2016 6.This design o Nmiehed sub(d to the limitations set form by 8.Plates shell be bated on both faces of truss,and pieced so they anter TPUWfCA in BC3t,copies of Mitch WA be NmMed upon request. lines coindde with joint 9.Dips indicate tlxe of poo mrindi.. MITek USA Inc(CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ES12-1317.ESR-1988(MITek) 1 II� This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 4.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR I LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-34) 37 3-5=(-163) 128 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-70) 50 ( ) WEBS: 2x4 KDDF STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( p5.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -61/ 370V -20/ 64H 5.50" 0.59 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 4.0" -25/ 216V 0/ OH 5.50" 0.34 KDDF ( 625) M-1.5x4 or equal at non-structural LIM}; ED STORAGE DOES NOT APPLY DUE TO THE SPATIAL vertical members (uon). REQU REMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ** For hanger specs. - See BOTS CHORD CHECKED FOR lOPSF LIVE LOAD. TOP approved plans AND TTOM 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" I MAX TC PANEL LL DEFL = 0.041" @ 2'- 10.6" Allowed = 0.285" 5-0 -04 0-03-12 MAX TC PANEL TL DEFL = -0.047" @ 2'- 8.6" Allowed = 0.428" T I I MAX HORIZ. LL DEFL = 0.000" @ 5'- 0.2" 12 MAX HORIZ. TL DEFL = 0.000" @ 5'- 0.2" 4.00 Design conforms to main windforce-resisting system and components and cladding criteria. M-1,5x3 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 -I load duration factor=1.6, End vertical(s) are exposed to wind, 1111111111 Truss designed for wind loads in the plane of the truss only, 0 ../1111111111,11 I 0 I N lam 'I' I PI 1 o -I I 2 ig.:E0 5 0 M-3x4 M-1,5x3 J• l ; 5-OQ-04 0-03-12 1 l y 1-00 $-04 VD PROpt 9200PE.y 1-- .. JOB NAME : AMERICAN MODERN STEP 5-PLEX - L3 Scale: 0.5852 41111111!4.111107"/,, WARNINGS: GENERAL NOTES, unless otherwise noted 0 )�� 1.Buller and erection conbador should be advised�f lt General Notes 1.This design Is based only upon the parameters Maven end h for an Individual 4/ Truss: L3 �� , OREGONN A, and Warnings before construction wmmena building companeM.Applkahillty al design parameters and proper ,el 2.2s4 compression web bracing must be Installed shown«. Incorporation of oamponem is the responsibility of the building designer. /�je '44- 1 4 2'�+1 3.Addl5onal temporary bracing to Insure stability d nnsirucbn 2.Design assumes the top and bottom chorda to be IeleralN braced et :(� / •(,.. (Z b the rosponsibipry of me erector,Additional pa neral bracing of T o c.and at 10 o.c.roapectNely unless braced throughout their length by T DATE: 6/27/2016 the overall simcfure Is IM ro Ing deal continuous edging at such as plywood cited ing(TC)and/or drywall(SC), '!! +` ('S 1 �. epensiblllN of the ba designer, 3.2a Impact bridging or lateral bracing required where shown«« 1-1 L. SEQ.: K2116205 4.No load should be applied to any component until Ser all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any as greater than 5.Design assumes trusses an to be used In a noncorrosive environment, TRANS ID: LINK design bads be applied to any component, and are for!Wry condition'of use. 5.CompuTrus has no control over end assumes no responebility for the e.Design names full baedng at al supports Mown.Shim or wedge If EXPIRES` 12/31/2017 fabrication,handling,shipment and Installation of cpmponents. 7.Design assumes adequate drainage h provided. June.27,2016 fR4 O 5.This design is furnished subJed to the limitation b forth by 8.Plates shall be acom ted on both faces of truss,and placed so their er TPWVI'CA In SCSI,copies of which will be Nmlalljd upon request. lines coincide with pint center lines. 5.Digits indicate she of plate In Inches. MITek USA,lno.iCompuTrus Software 7.6.7(1LpE to.For basic connector plate design values see ESR-1311,ESR-1885(MITek) J • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 4.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=1-20) 22 3-5=(-96) 82 BC: 2x4 KDDF #13BTR SPACED 29.0" O.C. 2-3=(-51) 27 WEBS: 2x9 KDDF STAND 3-4=( 0) 0 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PIE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -72/ 308V -12/ 42H 5.50" 0.49 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 4.0" -13/ 128V 0/ OH 5.50" 0.21 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 3-00-04 0-03-12 MAX TC PANEL LL DEFL = 0.007" @ 1'- 8.6" Allowed = 0.145" 1' 1' 1' MAX TC PANEL TL DEFL = -0.007" @ 1'- 8.6" Allowed = 0.217" 12 9.00 v MAX HORIZ. LL DEFL = 0.000" @ 3'- 0.2" MAX HORIZ. TL DEFL = 0.000" @ 3'- 0.2" Design conforms to main windforce-resisting ' system and components and cladding criteria. Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-1.5x3 load duration factor=1.6, 4 -/ End vertical(s) are exposed to wind, , 3 Truss designed for wind loads in the plane of the truss only. I .....111111111111111111111111111 o I I o ti mi Z M 11 MI o 1 2�� 111815 0 M-3x4 M-1.5x3 J• 1 , 3-00-04 0-03-12 l 1' l 1-00 3-04 co 0G1144, / 89200PE- r JOB NAME : AMERICAN MODERN STEP 5-PLEX - L4 Scale: 0.6472 C) //yyam. 4�I ay.`. WARNINGS: GENERAL NOTES, unlessathee pe noted -jig ©w •N . 1.Builder end erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and h for an IMlvldual +/ ff L Truss: L4 and Wtmingsbefore conalrudioncommends. building component.Applkeblllyofdeelgnparameters and proper (++ 'e7�y pyo e\ 2.2a4 comproasion web bracing mutt be installed where shown a. Incorporation of component N the responsibility of the building designer, v�Q -7 .{A 2 4 3,Additional temporary bracing to Insure atabllly during conArosE 2.Design sesames the lop and bosom tronas to las laterally braced at ^ 1 Y la the responalbilty of the erector.Additional permanent bredng of T a.c.and et id o.c.respectively ply unless braced throughout their length) '1 1,�4 le continuous sheathing ouch as plywood aheatNrp(TC)endor drywal(BC), DATE: 6/27/2016 the overall atrudure is the responsibility otdla building designer. 3,2a Impact bridging or lateral bradng required where shown•a SEQ.: 1162 0 6 4.Na bad should be applied to any component until ager all bracing end 4.Installation olbus la the reepunsibey of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design Resumes busses are to be used Ina non.corroaNl anvlmnment, end aro for'dry condition'of use. TRANS I D: LINK design beds be applied to any component,5.CompaTnw has no control over and assumes no responsibility for the S e es Mmes full bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2017 rv. 7 fabrication,handling,ahipmeM and Installation of components, 7.Design assumes adequate drainage N provided, June 2/,2016 5,This design Is furnished sublet to the limitations set fold by S.plates shall be boated on both faces of Wsa,end placed so their center TPL WTCA in SCSI,copies of whish cog be furnished upon request. Anes coincide with Joint center lines. 9.Digits Indicate size of plate In Inches. Wel(USA lnc,/CompuTrus Software 7.6.7(11)-E to.For beak connector plate design values ase ESR-1311.ESR-1983(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TC: 2x9 KDDF #16BTR TRUSS SPAN 5'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 BC: 2x4 KDDF #1BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-36) 49 3-5=(-177) 136 WEBS: 2 x 9 KDDF STAND SPACED 29.0" O.C. 2-3=(-76) 64 LOADING 3-4=( -7) 3 TC LATERAL SUPPORT <= 12"OC. DON. LL 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF BCATIOG MAX VERT MAX HORZBRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" 1,. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN, (SPECIES) 0'- 0.0" -62/ 386V -22/ 68H 5.50" 0.62 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.0" -27/ 233V 0/ OH 5.50" 0.37 KDDF ( 625) M-1.5x9 or equal at non-structural LI.ITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL vertical members (ton). RE•.IREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BO .0M CHORD CHECKED FOR lOPSF LIVE LOAD, TOP OND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. AN.'..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 = 0.057" @ 3'- 1.3" Allowed = 0.315" MAX TC PANEL TL DEFL = -0.070" @ 2'- 11.1" Allowed = 0.472" 5 05-04 0-03-12 MAX HORIZ. LL DEFL = 0.000" @ 5'- 5.2" 12 MAX HORIZ. TL DEFL = 0.000" @ 5'- 5.2" 4.00 v Design conforms to main windforce-resisting system and components and cladding criteria. M-1,5X3 Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=1,6, End vertical(s) are exposed to wind, A Truss designed for wind loads in the plane of the truss only. Lr: N O 1 N ,n ri ,..., 0 1 0 2 / 15 M-3x4 M-1.5x3 i l 1 5-05-04 0-03-12 l 1-00 :5-09 y 4t,i10 PR QF •"0 tNGI fV ' 'yp 't` 89200PE ter" JOB NAME : AMERICAN MODERN STEP 5-PLEX - P1 { Scale: 0.5715 r WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Truss' P 1 1.Builder and erection contractor should be advi d+f al General Nates 1.This deegn Is based only upon the parameters shown and Is for an Individual 7 4 ORE110 G©IV I A.1„1„,/.;` and warm,.pew.conetrnOlen commences. building component.Applicability of design parameters end proper 7 ♦ 2 264 compression web bracing mud be In4Nbd shown+. Incorporation of component is the reeponsiblay ofthe building tleslgnar. 3.Additional temporary bracing to Insure siadlXy dui construction 2.Design assumes the tap and bottom chortle la be laterally braced at �^ ..1.)," DATE: Is the responsibility al IM erector.Additional pe M bred of T o.c.and a110 o.c reapecMely unless braced throughout melt length by Y� 14 6/2 7/2 016 As overall structure Is Ms reaponalbegy of me but ng designer, 2x Imps to sheathing or sten as plywood Neethl he e and/or tlrywaW(BC). 47 � 0..... ..., SEQ.: P2116207 4.Ne bad should be applied to any3.2a Impact bridging or lateral bndnp required where Mown component until er dl bracing end 4.Installation of truss is me are to be of the respective contractor. /a n aro complete and at no time should any ads greater than 5.Design assumes trusses are to be used In a nonroonoWe environment, TRANS ID: LINK designWadsbeappiladtoanycomponent. .na.reror^dyeondnbn°of use. 5.CompuTrua hes no control over end assumes no n¢enelbllly for the 8.Deign assumes mg bearing at al supports shown.Shim or wedge if y (7 fv r�1 ryry.I I� '7 fabncatiun,handling,shipment and inataliegen of components. sa°ry' EXPIRES: 2�3 1/G Q'�! 8.This design la furnished subject to the limitations sal forth by 7.Design manes c ted oth Page Is provided. June 27 20 6 TPIM/ICA in SCSI,ce8.Mates shall located on both feces of hues,and placed se their center cabs of which will be furnished upon request. One. olndda with joist center lines. Wee USA,Inc./CompuTrus Software 7.6.71 LFE 9.Digits Indicate dee of plate In inches. 10,For bask connector plate design values see ESR-1311,ES12-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC:: LC4PECIFICATIORS DURAT SPAN E'- 9.1" 1-2=( 0) 36 2-5=(-34) 37 3-5=(-162) 125 2x4 NODE #1&BTR LOAD DURAI2CR0ASE = 1.15 2-3=(-66) 48 BC: 2x4 NODE 61aBTR SPACED 29.0" O.C. 3-4=( 0) 0 WEBS: 2x9 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIP DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -63/ 371V -20/ 62H 5.50" 0.59 KDDF ( 625) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 5'- 4.0" -24/ 215V 0/ OH 5.50" 0.39 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. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0^ Allowed = 0.133" MAX TC PANEL LL DEFL = 0.042" @ 2'- 10.6" Allowed = 0.285" MAX TO PANEL TL DEFL = -0.048" @ 2'- 8.6^ Allowed = 0.420" 5-00-04 0-03-12 f f 'f MAX HORIZ. LL DEFL = 0.000" @ 5'- 0.2" MAX HORIZ. TL DEFL = 0.000" 6 5'- 0.2" 12 4.00 17 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, M-1.5X3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 --/ 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. 0 _.....aggiiiiiiiiil o I N N I - 7 1liiii 5 o M-3x4 M-1.5x3 y ), 5-00-04 0-03-12 1 y y rS 1-00 5-04 � Pi OF.t 619 44, 17 89200PE t" JOB NAME : AMERICAN MODERN STEP 5-PLEX - L5Bcale: 0.5852 �7 '�4•• ' WARNINGS: GENERAL NOTES, unlessothsrwlae noted. 17 �OREGON�� 1.and warning. and erection danpnar should be nn.s. of all General Nates 1'a lidOg compo ed.Applicability f design paras based onN upon the parameters mhown eters rs and ndls proper individual 77 " �� 1�n� Truss: L5 and oeem rags before cenalrvdbn commences, Incorporation of component la me raspone b1Ay of the building designer. 2.2s4 compression web bradng must be Installed where shown+. 2 Design assumes the lop and bottom chorda to be laterally braced at - (v 3.Additional temporary bracing b Insure stability during construction 2 o c and at 10 c.c.respedNely unless braced throughout their langur by /�..Z"]p]10- DATE: 1 �; Is the responsibility of the eredo,.Additional permanent bracing of oontlnuous sheathing sash as plywood sheathing(TC)and/or drywal(BC). •"•FIR 1+" DATE: 6/27/2016 the overall*Montero lame reeponslblity of the hulling designer. 3.20 Impact bridging or lateral bracing required where sown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the reapondblity of the respedlve contractor. SEQ.: K21162 0 8 5.Design assumes fasteners are complete and at no Urns should any loads greater thantrusses are to b.used m.non<o roeN.environment, �e yramponent. S. N end arefor•drycondmon"aluse. EXPIRES: 12L;112[}17 TRANS ID: LINK design bads be applied M an Design assumes A M bearing et an supports oven.Shim or wedge If 5.CompuTmshasnuwntroloverandassumesnoresponsibilityforthe flea/Awry. June 27,2016 fabrication.handing,shipment and InetelNlbn of eomponents. 7.Design assumes adequate drainage is provided. 6.Thio design IsSIod subled to the terns set form by 8. Anetss shall be ee with Bested Ind cemerhhnees of truss,and placed so their comer TPWVECA In SCSI.copies of whish will be bs Nmlahed upon request. g.Digits lMkate size of plate In Inches. MITek USA,Inc./CompuTrua Software 7.6.7)1L)-E to.For bask connector plate design values see ESR-1311,ESR-1B88(Weld This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 9.0" TC: 2x4 KDDF t{16BTR 3-5=(- IBC 2012 MAX MEMBER FORCES 9 /Cg=1.00 BC: 2x4 KDDF #1&BTR I LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-36) 49 3-5=(-177) 136 SPACED 29.0" O.C. WEBS: 2x9 KDDF STAND 2-3=(-76) 64 3-9=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL(,25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. j DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD= 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -62/ 386V -22/ 68H 5.50" 0.62 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.0" -27/ 233V 0/ OH 5.50" 0.37 KDDF ( 625) ** For hanger specs. - See approved plans LI TED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQ IREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOT OM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.057" @ 3'- 1.3" Allowed = 0.315" MAX TC PANEL TL DEFL = -0.070" @ 2'- 11.1" Allowed = 0.972" 5-05-04 0-03-12 f T MAX HORIZ. LL DEFL = 0.000" @ 5'- 5.2" 12 MAX HORIZ. TL DEFL = 0.000" @ 5'- 5.2" 4.00 17 Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5X3 Wind: 140 mph, h=l5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 '� load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. ti I N 0 CO N N I � o 1 of 2 Ills---- 11I5 M-3x4 M-1.5x3 l l l 5-05-04 0-03-12 l 1 y 1-00 5-09 �c( 0 PRQpp� 89200PE v� JOB NAME : AMERICAN MODERN STELA 5-PLEX - P2 �,/ •• pe Scale: 0.5715 ga -- WARNINGS:8: OENERALNOTEb, uhiaupon the a 7.4.1. OREGON `. Truss P2 and and erection wnlredor onshotdd sen be advleeipf al General Notes This design is based only upon the parameterssignphown and to lar an IndN tlual and Warnings before construction commence building component.Applicability of design parameters and proper �/} 2.2x4 compression web bracing must be installed re shown+. mcorporetien of component b the responsibility of the building designer. ' -7 Y y\ 3.Additional temporary bradng to insure kabglly d ng construction 2.Design assumes the top ad bottom chords to be laterally braced k F VV Is the responsibility of the erector.Additional pe em bracing of T o.e and kid a.c.respectivety unless tented throughout their d,p length by DATE: 6/27/2016 me overall structure Is the n cantinuoua sheathing such as pywood sheathing(7C)and/or drywalgaC). �RIO- spny oar Ny of the ng designer, 3.rax Impact bddging or lateral bracing required where Mown♦+ �l SEQ.: K2116209 4.Na load ahoWdbeapplied toanycomponentuntil eragbredngand 4.InWAagonofhues isthe responsibility ofthe respective contractor. fasteners are complete and et no time should any ads greeter than 5.Design assumes bosses are to be used in a non-corrosive environment, TRANS ID: LINK design loads be applied bany component. and are t0 dryeananlon^arses. 5.CompuTrus hes no control over and assumes no wspansibilly ler me 8.Design assumes/up bearing at al supports shown.Shim or wedge if EXPIRES: 12/31/2017 fabrication.handling,shipment and Inkallalbn of Yomponenb. ry' 7.Design assumes d. 6.TEA design Is furnished subject to me limitations set forth by 8,Plates shall be located uon both fates ate drainage lof truss,and placed ea their center June 27,2016 TP Wyl'CA In SCSI,copies of which ail be furnished upon request. lines coincide with joint center lines. MITek USA,Inc./CompUTf08 Software 7.8.y 1L E 9.Digits indicate sirs of plate In Indies. 1� )• t0.For basic connector plate design values sae ESR-1311,ESR-1988(Wok) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 9.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 ROOF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-30) 32 3-5=(-144) 117 BC: 2x9 KDDF #l&BTR SPACED 29.0" O.C. 2-3=N62) 44 WEBS: 2x4 KDDF STAND 3-4=) -7) 3 LOADING TC LATERAL SUPPORT <= 12"05. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 POP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -61/ 350V -18/ 57H 5.50" 0.56 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 9'- 9.0" -22/ 191V 0/ OH 5.50" 0.31 ROOF ( 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. ICOND. 2: Design checked fox net(-5 psf) uplift at 24 "on spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/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 = 0.025^ @ 2'- 6.8" Allowed = 0.244" 4-05-04 0-03-12 MAX TC PANEL TL DEFL = -0.025" @ 2'- 5.1" Allowed = 0.366" MAX HORIZ. LL DEFL = 0.000" @ 4'- 5.2" 12 MAX HORIZ. TL DEFL = 0.000" @ 4'- 5.2" 4.00 v Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-1.5x3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 -I load duration factor=1.6, 11 il 3 End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. C3 I 1 -I 1 rr1 i 2►� 5 o M-3x4 M-1.5x3 y y y 4-05-04 0-03-12 l l 1-00 4-09 til° PFSOF4C-9 ii 89200PE s' JOB NAME : AMERICAN MODERN STEP 5-PLEX - P3Scale: 0.6038 1;�/4,/,...‹. *�--^ RP ir WARNINGS: GENERAL NOTES, unless otherwise noted' OREGON } 1.Solder end erection contractor should be advised of al General Notes 1.This design h based only upon the parameters shown end N loran lndivkual -11 V./ Truss: P3 and blaming.before construction commences. building component,Applicability of design parameters end proper 4.;,. ' /� f 2.1x4 compression web bracing mus be Metalled where shown«. Incorporation of component la the responsibility of the building designer. # ) -7S' y w 2v� 4 3.Additional temporary bowing to Insure stability during conabuctbn 2.Design MUM,the top and bottom chords to be laterally bead st "� 1*t la the rssponlbiNy of the erector.Additional permanent bradng of Y on.and s ea o c rsuch as ply unless brocatl(TC)a df ihelr isngM by 41[�R RILA- DATE: L co hoped t ICY o.ne such as plywood sb raced t rou envoy drywagtc). Y DATE: 6/27/2016 the overall structure M Me rosponalblly of the building designer. 3.Di hoped bddging or lateral bredng required when shown++ 4.No bed should be applied to any component until after all bradng and 4.Installation of truss M the responsibility of the resped0e contractor. S EQ.: K2116210 fasteners are compete and at no lme should any bads greater than 5.Design assumes trusses are to be used M a non•canosNe environment, and e. TRANS I D: LINK design loads be applied to any component. Design assumeor'dry s condition"of at al 5.CompuTruo hes no control over and assumes no responsibility for the S.Design oosomes NI bearing s all supports shown.Shim or wedge if EXPIRES: 12/ 112017 eaese, fabrication.handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. Jure 27,2016 5.This design is funndhed subject to the limitations set forth by 8.Plates shall be located on both Peas of buss,and placed so their renter TPVWICA in SCSI,copies of which'Abe famished upon request Ines S.Iles coincide 4 a of plateth joint center Ones. in inches. MiTek USA,Inn.tCompuTrus Software 7.6.7(11)-E 10.For bilk connector plate design values see ESR-13/1,ESR-1988(Mitch) Symbols Numbering System Q General PLATE LOCATION AND ORIENTATION Y Safety Notes 1 3/" Center plate on joint unless x,y I 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property " offsets are indicated. Drawings not to Scale) Damage or Personal Injury I Dimensions are in ft-in-sixteenths. Illioh.. 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. ISIEMIIMIIMO-1/16' 2. Truss aFor wide bracing truss spacing,mustbe individual lateraldesignedby bracesnengineer.themselves � 4 may require bracing,nors alternativeereTor I O o bracing should be considered. I c r U O 3. Never exceed the design loading shown and never a Ustack materials on inadequately braced trusses. OIblirdliZAICz_e �� iO 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate ,9°)- cs s designer,erection supervisor,property plates 0-'nai from outside BOTTOM CHORDS ~ all other interested parties. p p fi owner and edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from *Plate location details available In MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. software or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design Is not applicable for ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 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 platiandng locationrequirements.dimensions indicated are minimum LATERAL BRACING LOCATION Southern Pine lumber designations are as follows: 12.Lumber used shall be of the species and size,and i� SYP represents values as ublished In all respects,equal to or better than that i� 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 ff.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 16.Do not cutor alter truss member or late without nor (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approvallof an engineer. p p reaction section indicates joint 1 1 ® number where bearings occur. Min size shown is for crushing only. 17.Install and load vertically unless indicated otherwise. 1110111op 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. miTek6 is not sufficient. BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013