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Plans (244) Job Truss Truss Type Qty Ply POLYGON 40 R42899364 PL14-333_UPPER FG2 FLOOR 1 1 L Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Sep 25 15:45:46 2014Page 1 ID:Fz9QzgfDnlT1tgjap2TkUzyPYh_-g aRV3rIIB6MtQF6nDjA3VHglu4ZOnIUpGGeZiyaOTZ 1-8-0 I 1 3x4 II 2 3x4= 3 3x4 II Scale=1:8.7 a cs 5♦ S 3x6= 3x6= I 3-10-0 3-10-0 Plate Offsets(X,Y)— 11:Edge,0-1-81 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.72 Vert(LL) 0.00 5 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.13Vert(TL) -0.01 4-5 >999 360 BC 0.0 Rep Stress Ina NO WB 0.29 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IRC2006/TPI2002 (Matrix) Weight:21 Ib FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400E 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 3 10-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 5=985/0-5-8 (min.0-1-8),4=985/0-5-8 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-5=373/0,3-4=-373/0 BOTCHORD 4-5=0/1038 WEBS 2-4=-1201/0,2-5=-1201/0 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)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASES) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:4-5=-5,1-3=545(F=-495) ti� � PR OF 87022PE � �-0TOREG•N CV 5.• CIO ` A. H - P EXPIRES:06130/2015 September 26,2014 e 41 C3AF f: -Veardeigrapaam urs and READ/0 7FS ON TH ISAND iXZLI000lfIT£€ pER0M70PtliEMI!473 ex1,'Z9f2#I&REMISE mil Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. .. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the Milia * erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,derivery,erection and bracing,consult ANSI/TPI1 Qualify Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 1ifS them n.0141 urribter is specified, ed`late Institute,781mtaenese nueite 312,Alexandria.VA OG/g1flC1.S by AL 22314. Citrus Heights,CA,95810 1 Job Truss Truss Type Qty Ply POLYGON 4D R42899365 PL14-333_UPPER FG FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Thu Sep 25 15:45:45 2014 Page 1 ID:Fz9QzgfDnlTltgjap2TkUzyPYh_Co03Hjg7 t VFGgwDWCxXikb?Ue4HEXKacW51Gya0Ta 1-1_0_1-0 1 1-2-4 11 1-2-0 1o-1-- 1� Scale=1:37.2 3x4= 3x4 = 3x4= 3x4= 3x4= 3x4= 3x4 = 3x4= 3x6 FP= 3x4= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 3619 20 21 22 e o 2 o ® o s o o o o ` a e ' 35 34 33 32 31 30 29 28 27 26 25 24 23 3x4= 3x6= 3x6 FP= 3x5= 3x4= 3x5= 3x5= 3x5= 3x5= 4x6= 3x4= 3x5= 8-11-12 I 7-9-12V7-01213-7-0 -41 bI 21-9-12 I 7-9-12 b-7-e -7-o 12-10-0 Plate Offsets(X,Y)- 18:0-1-8,Edge1,129:0-1-8,Edgel LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.43 Vert(LL) -0.35 28-29 >743 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.59 Vert(TL) -0.55 28-29 >475 360 BCLL 0.0 Rep Stress Ina NO WB 0.64 Horz(TL) 0.08 23 n/a n/a BCDL 5.0 Code IRC2006/TPI2002 (Matrix) Weight:109 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.OE(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 23=989/0-4-8 (min.0-1-8),35=672/0-4-4 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1250/0,3-4=1250/0,4-5=2261/0,5-6=2261/0,6-7=3001/0,7-8=-3001/0, 8-9=-3522/0,9-10=-3522/0,10-11=3901/0,11-12=3901/0,12-13=-3898/0, 13-14=3898/0,14-15=3678/0,15-16=3678/0,16-17=3231/0,17-18=3231/0, 18-36=3231/0,19-36=3231/0,19-20=1885/0,20-21=1885/0 BOT CHORD 34-35=0/656,33-34=0/1785,32-33=0/2672,31-32=0/2672,30-31=0/3522,29-30=0/3522, 28-29=0/3794,27-28=0/3931,26-27=0/3815,25-26=0/3465,24-25=0/2784,23-24=0/980 WEBS 2-35=-919/0,2-34=0/832,4-34=-749/0,4-33=0/667,6-33=-576/0,6-31=0/460, 8-31=-770/0,21-23=-1372/0,21-24=0/1268,19-24=1258/0,19-25=0/627,16-25=-328/0, 16-26=0/297,10-29=-511/48 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Required 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)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)468 lb down at 18-3-0 on top chord. V PR ore The design/selection of such connection device(s)is the responsibility of others. '<('\\ cr 5)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). _Co �1 c3 i;9 �✓o LOAD CASE(S) Standard 7 E � 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(pH) Vert:23-35=-5,1-22=50 Concentrated Loads(Ib) Vert 36=-468(F) 7 O' OREGO fry 44.16.014/8 1�$'ER to �< A. HEP EXPIRES:06/30/2015 September 26,2014 t t ®WA WTa"-Yertgdes(yn Eansuseers a d READ MIS ON MOAN INCLUDED MIEN REFERENCE PAGE Nil 7413 ma 1125/2fid BEMUSE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. �.. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the *������ erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding lYl fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,056.89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 if Sautltern Pine ISM 1aunlzee is specified,theutesign.values are thole c> .smre O8/E15/2GS.S heASSC Job Truss Truss Type Qty Ply POLYGON 4D R42899366 PL14-333_UPPER FT1 Floor 11 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Sep 25 15:45:47 2014 Page 1 ID:Fz9QzgfDnIT1tgjap2TkUzyPYh_8A7piOrNWVEDVapILxEPcjpv7HIRI60d2W?B58ya0TY 1 2-0-0 2-0-0 II 2-0-0 1 1-5-4 II 1-2-0 II 1-8-8 II 1-9-0 1 Scale=1:37.2 3x8= 3x4= 3x4= 3x4= 3x6 FP= 3x4 = 3x8= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 o oil I to B M 23 22 21 20 19 18 17 16 15 3x4= 3x10= 3x6 FP= 3x5= 3x6= 3x10= 3x4= 3x6 SP= 3x4= 8-11-12 I 7-9-12 ✓}+124 21-9-12 I 7-9-12 b-7-0 b-7-0 I 12-10-0 Plate Offsets(X,Y)— F6:0-1-8,Edoel,f20:0-1-8,Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 Vert(LL) -0.45 18-19 >574 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.67 Vert(TL) -0.71 18-19 >368 360 BCLL 0.0 Rep Stress Inc" YES WB 0.77 Horz(TL) 0.09 15 n/a n/a BCDL 5.0 Code IBC2009/TPI2007 (Matrix) Weight:99 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 15=954/0-4-8 (min.0-1-8),23=954/0.4-4 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3074/0,3-4=-3074/0,4-5=4665/0,5-6=-4665/0,6-7=-4998/0,7-8=4998/0,8-9=4422/0,9-10=-4422/0, 10-11=4422/0,11-12=2779/0,12-13=2779/0 BOT CHORD 22-23=0/1717,21-22=0/4051,20-21=0/4051,19-20=0/4665,18-19=0/4665,17-18=0/4821,16-17=0/3728,15-16=0/1532 WEBS 5-20=-335/0,2-23=1923/0,2-22=0/1521,4-22=-1094/0,4-20=0/897,13-15=-1767/0,13-16=0/1438,11-16=1094/0, 11-17=0/801,8-17=-459/0,8-18=0/287,6-18=-211/639 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Required 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. LOAD CASE(S) Standard Q`tO PR Op Ne 4teINE ,$) -vet. izt 870 2PE 9 N ,wty '0), OREGON tid O 0 i�,'l$ER \', 0" A. He EXPIRES::06/30/2015 September 26,2014 9 f ilk WAWTM3 4crfy desiys psrdINS mrs and READ PMOIES ON MIS AND IR2BSFD MIRK REFERENCE PAU MIL 7473 tnic 1,125120 10 B tfE f/SE Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown 1111 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek* erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage.delivery,erection and bracing,consult ANSI/TPII Qualify Criteria.DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 SFS snrinern.Pine f5P1 turntkeris specified,rlaedssign ualsaes ate ttrevd IRItettitSS 06/01/2013 by AMSC Job Truss Truss Type Qty Ply POLYGON 4D R42899367 PL14-333 UPPER FT2 Floor 9 1 Job Reference(optiona0 Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Sep 25 15:45:48 2014 Page 1 ID:Fz9QzgfDnlT1 tgjap2TkUzyPYh_-cNh BwksoHoM47k0Vueme8wM6nhfZUbXmGalldbyaoTX 1 2-6-0 I 1 1-4-0 ii 1-2-0 111-0-12 1 Scale=1:33.7 1.5x3 I I 3x8 = 1.5x3 II 3x4= 1.5x3 I I 1.5x3 I I 3x4= 1.5x3 II 3x8 = 1.5x3 II 1 //i2 3 4 5 6 7 8 9 10 1414144.% -4444.4% _ 1" e ee 16 15 14 13 12 11 3x4 = 3x8= 3x4= 3x4= 3x8= 3x4 = 9-9-8 10-6-0 I 9-1-0 ¢,9I � � -811 19-3-12 9-1-0 0-'1-8 0-7-0 8-9-12 0-7-0 0-1-8 Plate Offsets(X,Y)— 113:0-1-8,Edgel,114:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.33 Vert(LL) -0.31 14 >751 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.61 Vert(TL) -0.48 14 >480 360 BCLL 0.0 Rep Stress Ina YES WB 0.69 Horz(TL) 0.08 11 n/a n/a BCDL 5.0 Code IRC2006/TPI2002 (Matrix) Weight:85 lb FT=0%F,0%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) I6e844/0-4-8 (min.0-1-8),11=844/0-5-12 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3086/0,3-4=-3086/0,4-5=3857/0,5-6=-3857/0,6-7=-3857/0,7-8=-3085/0,8-9=-3085/0 BOT CHORD 15-16=0/1825,14-15=0/3739,13-14=0/3857,12-13=0/3740,11-12=0/1824 WEBS 2-16=1970/0,2-15=0/1360,4-15=-705/0,4-14=160/431,9-11=1969/0,9-12=0/1361,7-12=-708/0,7-13=-154/436 NOTES- 1)Unbalanced floor live loads have been considered for this design. 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. LOAD CASE(S) Standard ((-RV) PROre kJ iv 8 • 2PE , toai 7 fiOREGO (1,(:'Q -0 / 0 fig�BER1 ` A. Hes; EXPIRES:06/30/2015 September 26,2014 a t ®iVAI l/MS..Verify design psceoetsrs and REAP METES ON THIS AND mama MIMIC REFErs,M7 PAGE 1411-7473ren 1/25/2014 BW USE n« Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the IYB��Q.R� erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualty Crtied°,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,xdVA 22314. Citrus Heights,CA,95610 lf&ounrer&Piste$�)avnf. k specified,ttaedesign kaftan are a e�retive by ALSC Job Truss Truss Type Qty Ply POLYGON 4D R42899368 PL14-333_UPPER FT3 Floor 7 1 - Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Sep 25 15:45:48 2014 Page 1 ID:Fz9QzgfDn1T1 tgjap2TkUzyPYh_cNhBwks0HoM47kOVueme8wM6whgDUcemGalldbyaoTX I 2-6-0 I I 2-5-4 II 1-2-0 II t-3.4 1 Scale=1:31.6 1.5x3 I I 3x6= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x6= 1.5x3 ll 1 2 3 4 5 6 7 8 9 • e e e N e a e \ - N 11 14 13 12 11 10 3x4= 3x8= 1.5x3 I I 3x4= 3x8= 3x4 = f-4-12 8-11-12 I 7-9-12 1 9-114 18-1-8 I 7-9-12 0-7-0 0-7-0 9-0-4 0-1-8 Plate Offsets WO— 14:0-1-8,Edael,112:0-1-8,Edael LOADING(psi) SPACING- 1-7-3 CSI. DEFL. in (lac) Udefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.32 Vert(LL) -0.25 11-12 >873 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.57 Vert(TL) -0.39 11-12 >552 360 BCLL 0.0 Rep Stress Ina YES WB 0.62 Horz(TL) 0.06 10 n/a n/a BCDL 5.0 Code IBC2009/TPI2007 (Matrix) Weight:80 lb FT=0%F,0%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) 15=791/0-4-4 (min.0-1-8),10=791/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=2824/0,3-4=2824/0,4-5=3381/0,5-6=-3381/0,6-7=-2830/0,7-8=2830/0 BOT CHORD 14-15=0/1697,13-14=0/3381,12-13=0/3381,11-12=0/3356,10-11=0/1698 WEBS 2-15=1832/0,2-14=0/1217,4-14=-770/0,8-10=1833/0,8-11=0/1222,6-11=568/0,6-12=-227/340 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. LOAD CASE(S) Standard �REo PROFS 87022P i cv r � ��� OR GON cs q4 <- 'S$�'©c�g1BEF; N P.\ ` A A. HE 04 EXPIRES:00/30/2015 September 26,2014 0 0 A Lt 4FlNI%-Verify de n patsswers artd READ a50 ME5 GM THIS AND INY2i.UED MSFE!(REFERcM'E PAGE 1411 7473 tet 1/25/261 Rff'O.SFl1SE rr' Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the `tElT�1•IC erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding !Fl 1 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 QuaMy Criteria,OSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 IfSafetySous ser Pavailablelonghair is specified, thele are effecter*t 66/01/2013 byA 22314. Citrus Heights,CA.95610 • Job Truss Truss Type Qty Ply POLYGON 4D R42899369 PL14-333 UPPER FI-4 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 5 Jul 11 2014 MTek Industries,Inc.Thu Sep 25 15:45:49 2014 Page 1 ID:Fz9QzgfDnlT1tgjap2TkUzyPYh_-4ZFZ74te26UxkzhSMHth8vGx51pD7QwVDUTA1yaOTW I 2-6-0 I I 2-5-4 11 1-2-0 I I 1-0-0 I Scale=1:22.1 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 II 1 2 3 4 5 6 7 e e o _ e. —A/ _ 0 rti 4 I N c - e e e 4110 12"" 11 10 9 3x4= 3x4= 3x6= 1.5x3 I I 3x4= 9-1-4 1 7-9-12 184-12 18-11-12 I I 12-8-12 I 7-9-12 0-7-0 0-7-00-5-8 3-7-8 Plate Offsets(X,Y)— 14:0-1-8,Edael.19:0-1-8,Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.43 Vert(LL) -0.11 10-11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.48 Vert(TL) -0.17 10-11 >905 360 BOLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IRC2006/TP12002 (Matrix) Weight:57 lb FT=0%F,0%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) 12=554/0-4-4 (min.0-1-8),8=554/0-4-8 (min.0-1-8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1691/0,3-4=1691/0,4-5=1502/0,5-6=-1502/0 BOT CHORD 11-12=0/1116,10-11=0/1502,9-10=0/1502,8-9=0/1137 WEBS 5-9=-283/0,2-12=-1205/0,2-11=0/621,4-11=-115/315,6-8=1227/0,6-9=0/593 NOTES- 1)Unbalanced floor live loads have been considered for this design. 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. LOAD CASE(S) Standard -1s s 1.r. PR pFFss ' 87022PE 5. ���, oal=G nl cy�. A A. HET' EXPIRES:06/30/2015 September 26,2014 4 i ®MK%-Ver,'tydesign;:;.ramrbxrsand adFSOF:=7Ff.,.>fi AND ftitZLLE€)MTV(Is€F.[kfNTtiACafP4ZYT473rexI:Z9jZtrtS BEMUSE Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. �f Applicabilty of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown � � is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTele el~ fabrication,quality controL storage,delivery,erection and bracing,consult ANSI/TPI1 Qualtly Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Infomualion available from Truss Plate Institute,781 N.Lee Sheet.Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 if&watfsenn Pine t5P2lumb64,is specified,the design vaivas ant chow affective 06/02/101.5 by MSC Job Truss Truss Type Qty Ply POLYGON 4D R42899370 PL14-333 UPPER FT5 Floor 2 1 . Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Sep 25 15:45:49 2014 Page 1 ID:Fz9QzgfDn1T1tgjap2TkUzyPYh -0ZFZ74te26UxktzhSMHth8vlx5?4D2_WVDUlA1ya0TW 2-6-0 I I 1-1-8 II 1-2-0 11-01_-21.2_1 Scale=1:33.3 1.5x3 II 3x6 = 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 3x6= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 . . . \ ems \ Q l� G e e 16 15 14 13 12 1 3x4 = 3x8= 3x4= 3x4= 3x8= 3x4 = 9-7-0 10-3-8 I 8-10-89-9,0 10-2-01 i 19-1-4 I 8-10-8 5-II-B 0-7-0 8-9-12 0-7-0 0-1-8 Plate Offsets(X,Y)-- 113:0-1-8.Edgel,114:0-1-8,Edoel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.31 Vert(LL) -0.29 13-14 >775 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.59 Vert(TL) -0A6 13-14 >497 360 BCLL 0.0 Rep Stress Ina YES WB 0.68 Horz(TL) 0.07 11 n/a n/a BCDL 5.0 Code IRC2006/TPI2002 (Matrix) Weight 85 lb FT=0%F,0%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) 16=835/Mechanical,11=835/0-5-12 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=3040/0,3-4=-3040/0,4-5=-3773/0,5-6=-3773/0,6-7=-3773/0,7-8=3040/0,8-9=3040/0 BOT CHORD 15-16=0/1802,14-15=0/3672,13-14=0/3773,12-13=0/3673,11-12=0/1802 WEBS 2-16=-1946/0,2-15=0/1336,4-15=682/0,4-14=164/412,9-11=1945/0,9-12=0/1336,7-12=683/0,7-13=-163/414 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. LOAD CASE(S) Standard (<`'REp PROFFss 17 ����5 ti.N Gt lVE 17 'O'' 87022PE ' / tn ¶ -0),()REG© c 4r '+ cc�j8 R 1 EXPIRES:06/30/2015 September 26,2014 A W4.RN7?-Venlyriesigm paramers and REAM IOM'S ON THIS AM ihrti/ED 1417€K REFETsc'tr1a PAM Ma 7473 ren.i,25/29i8SEf..i£t/1 Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. �f Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the p A��(e * erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IYl [ fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quarry Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Informalion available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. Citrus Heights,CA,95610 I#Sossnhem Pine(SP)iwn5zer isopeeffeied,€lseutesiga values ara Shops ofrskive 06/111/2023 WMSC • Job Truss Truss Type Qty Ply POLYGON 4D R42899371 P114-333_UPPER FT6 Floor 2 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Thu Sep 25 15:45:50 2014 Page 1 ID:Fz9QzgfDnlT1 tgjap2TkUzyPYh_YIpyKQuGpQcoM1Yt03o6ELRSJVMpyWy3ktEsiTyaOTV 2-0-0 1 1-10-0 II 1-2-0 1 1 1-0-12 1 2-6-0 I I 2-6-0 I 2-6-0 I Scale:3/8"=1' 1.5x3 11 3x6= 1.5x3 II 3x4= 1.5x3 II 1.5x3 ll 3x4= 1.5x3 II 3x6= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 N e u e� � 00.0000000. \ N e e e 16 15 14 13 12 3x4= 3x8 = 3x4= 3x4= 3x8= 3x4= 1 8-2-8 18-9-819-4-81 18-3-12 1 8-2-8 0-7-0 0-7-0 8-11-4 Plate Offsets(X,Y)— 113:0-1-8,Edoel,114:0-1-8,Edael LOADING(psf) SPACING- 1-7-3 CSL DEFL. in floc) Udell Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.33 Vert(LL) -0.25 13 >880 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.56 Vert(TL) -0.39 13 >564 360 BCLL 0.0 Rep Stress Incr YES WB 0.63 Horz(TL) -0.06 16 n/a n/a BCDL 5.0 Code IRC2006/TPI2002 (Matrix) Weight:81 lb FT=0%F,0%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) 16=800/Mechanical,11=800/0-5-12 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2473/0,34=2473/0,4-5=-3463/0,5-6=-3463/0,6-7=-3463/0,7-8=-2870/0,8-9=-2870/0 BOT CHORD 15-16=0/1420,14-15=0/3139,13-14=0/3463,12-13=0/3416,11-12=0/1718 WEBS 2-16=-1591/0,2-15=0/1179,4-15=-746/0,4-14=3/579,9-11=1854/0,9-12=0/1244,7-12=-590/0,7-13=205/360 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. LOAD CASE(S) Standard REO PR Ore 87022PE / cn cv 7 "0,,,,.OREGO et)AlU '''P ,$'6./. FABER 1�' "J A. HSP EXPIRES:06/30/2015 September 26,2014 i ® .mr#3-Verilydes44raram tmsad READ NOTES ONM8:SAff&Thti3€SFDMINK RFF IAT PAGE 14TI.7473reg.3/25/20149EM£f/SE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component." Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the ��� � erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control storage.delivery,erection and bracing.consult ANSI/TPI1 QualIty Criteria,D56.89 and BCSI Building Component 7777 Greenback Lane,Suite 109 SaOf ldmss0ly Information Plate .Piaeee(SP lumksr s specified,the den ,781 N.LeeSuiteveoE/0112013 byA MSC C6rus.Heights,CA,95610 • Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/4" Center plate on joint unless x,y I 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property I (Drawings not to scale) offsets are indicated. Damage or Personal Injury r�IN Dimensions are in ft-in-sixteenths. reik Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. O_7/f 6„ 2. Truss bracing must be designed by an engineer.For 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I _ O 1111111111 pbracing should be considered. r-� O 3. gn g never stack materials onthe inadequately bracedshown trusses. f 4. Provide copies of this truss designloadinto the buildingand For 4 x 2 orientation,locate cr s c6 7 C5-6 designer,erection supervisor,property owner and plates 0-14 'from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint - required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available In MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR 1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR-2362,ESR 1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that �� Indicated by symbol shown and/or SYP represents values as published specified. l bytext in the bracingsection of the by AWC in the 2005/2012 NDS SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. If indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. II Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. kMil i# reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. 44) 18.Use of green or treated lumber may pose unacceptable ► environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPII: National Design Specification for Metal MII19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, jT 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 MiTek® MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: ERT LOT 207 4-D MOD 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: K4008957 thru K4008983 My license renewal date for the state of Oregon is December 31,2019. •<741NE4\INV PR9 89200PE ,,OREGONNN ivcc- /O�y/0 14 2.0 ERRIL�- December 8,2017 Baxter,David IMPORTANT NOTE:Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI TPI-1, Chapter 2. This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 22-00-00 HIP EB SETBACK B-00-00 FROM END WALL IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 53 2-10=(-361) 1699 3-10-(-174) 244 BC: 2x6 KDDF #1&BTR 2- 3=(-2559) 587 10-11-(-306) 1709 10- 4-) -76) 911 WEBS: 2x9 KDDF STAND LOADING 3- 4-(-2392) 618 11- 8-(-305) 1657 10- 5=(-165) 101 LL - 25 PSF Ground Snow (Pg) 4- 5=(-1646) 987 5-11-(-162) 91 IC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 22'- 0.0" V 5- 6=(-1654) 991 6-11=( -66) 895 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 0'- 0.0" TO 8'- 0.0" V 6- 7=(-2403) 623 11- 7=(-174) 244 BC UNIF LL( 75.0)+DL( 71.0)= 146.0 PLF B'- 0.0" TO 14'- 0.0" V 7- 8-(-2569) 593 BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 14'- 0.0" TO 22'- 0.0" V 8- 9=) 0) 53 NOTE: 2x9 BRACING AT 24"OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 966.7)+DL( 130.7)= 597.3 LBS @ 8'- 0.0" TC CONC LL( 966.7)+DL( 130.7)= 597.3 LBS @ 14'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 8.0" 8.0" BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -390/ 2211V -209/ 209H 5.50" 3.59 KDDF ( 625) LIVE LOAD AT LOCATIONIS) SPECIFIED BY IBC 2015. 22'- 0.0" -394/ 2219V 0/ OH 5.50" 3.55 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacinq. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.000" @ 0'- -8.0" Allowed - 0.067" MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" MAX LL DEFL = -0.096" @ 11'- 0.0" Allowed = 1.059" 7-11-11 6-00-10 7-11-11 MAX TL DEFL - -0.076" @ 11'- 0.0" Allowed - 1.406" MAX LL DEFL = -0.000" @ 22'- 8.0" Allowed = 0.067" / f f '' MAX TL DEFL = -0.001" @ 22'- 8.0" Allowed = 0.089" 4-00 3-11-11 3-00-05 3-00-05 3-11-11 4-00 SEASONED LUMBER IN DRY SERVICE CONDITIONS f f 597.30# 1 1597.30# f MAX HORIZ. LL DEFL = 0.010" @ 21'- 6.5" 12 M-4x6 12 M-4x6 MAX HORIZ. TL DEFL - 0.028" @ 21'- 6.5" 12.00 7 9 M-3x4 a 12.00 6 Design conforms to main windforce-resisting # 4 system and components and cladding criteria. Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 3 re o o 1� o M-3x6 0.25" M-6x8 M-3x6 0 M-7x8(S) y y b J. ���Ep PROpe 7-08-08 6-07 7-08-08 - y )' y J' �5 lNGINe$ /0 0-08 22-00 0-08 ,C? v -v9 4: . . 89200PE r JOB NAME : ERT LOT 207 4-D MOD - Al A' ,,, Scale: 0.2655 -- WARNINGS: GENERAL NOTES, unless otherwise noted: CO CZ. 1.Builder and erection contractor should be advised of all General Notes 1.This design k based only upon the parameters shown and Is for an Individual OREGON 4./ Truss: Al and Warnings before construction commences. building component.Applicability of design parameters and proper �c 2.W4 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. ,I �� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laleraly braced at L'0 T Y A O is the responsibility of erector.Additionalpermanentbmcin f 2•o.c.and at 10•o.c.respectively unless braced throughout their length by 1Y (� p y o g o continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). `J DATE: 12/8/2017 the overall structure is the responsibity of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ R RIO_ SEQ.: K4 0 0 8 9 5 7 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design loads be applied to any component Dee gneassumecondition" full bia ri of use.supports wedge 5.CompuTrus has no control over and assumes no responsibility for the 6.nsbeadn at all as daa^own.Shlmorwed d EXPIRES: 12-31-2019 necessary. December p $ fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. U_s A, �2��7 6.This design is furnished subject to the limitations set forth by 8.plates shall be located on both feces of truss,and placed so their center TPINJICA in BCSI,copies of which will be furnished upon request. lines coincide with joint canter lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc.ICompuTrts Software 7.6.8(1 L)-E 1o.For basic connector plate design values see EBR-1311,ESR-1988(MITek) ft V , This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 53 2-12=(-179) 751 3-12=(-197) 180 SC: 2x6 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1049) 367 12-13=(-104) 654 12- 4=(-149) 383 WEBS: 2x4 KDDF STAND 3- 4-( -887) 401 13-10-(-192) 652 12- 6=(-173) 127 LOADING 4- 5-( 0) 0 6-13=(-173) 127 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=( -566) 341 8-13=(-149) 383 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=( -566) 341 13- 9=(-197) 180 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 8- 9=( -887) 401 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-1049) 367 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 53 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. OVERHANGS: B.0" 6.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 9-11-11 2-00-10 9-11-11 0'- 0.0" -227/ 1000V -211/ 211H 5.50" 1.60 KDDF ( 625) f 1 ,' 22'- 0.0" -227/ 1000V 0/ OH 5.50" 1.60 KDDF ( 625) 4-00 3-10-04 2-01-07 1-00-0 3-10-04 4-00 f . f . 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacinq. I 1-00-00 2-01-07 VERTICAL DEFLECTION LIMITS: LL=1,/240, TL=1,/180 8-00 8-00 MAX LL DEFL = -0.000" @ 0'- -8.0" Allowed = 0.067" T f5 7 f f MAX TL DEFL = -0.001" @ 0'- -6.0" Allowed - 0.089" MAX LL DEFL = 0.020" @ 11'- 0.0" Allowed - 1.054" 12 12 MAX TL DEFL = -0.030" @ 11'- 0.0" Allowed - 1.406" 12.00 7' 7 12.00 MAX LL DEFL = -0.000" @ 22'- 8.0" Allowed = 0.067" MAX TL DEFL - -0.001" @ 22'- 8.0" Allowed = 0.089" M-4x6 SEASONED LUMBER IN DRY SERVICE CONDITIONS M-4x6 ppy\I 4 M-3x4 MAX HORIZ. LL DEFL - 0.007" @ 21'- 6.5" �D 6 Q� MAX HORIZ. TL DEFL - 0.011" @ 21'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads M-1.5x3 in the plane of the truss only. M-1.5x3 M M O !!!! car' 0 112 13 e'1 o M-3x4 0'25" M-3x8 M-3x4 0 M-7x8(S) y y y y ���Ep PROP- 7-08-08 6-07 7-08-08 0 08 zz o0 0 08 QCs• 1CNGINEFR /i 2 . . 89200PE r JOB NAME : ERT LOT 207 4-D MOD - A2 Scale: 0.2655 -_ WARNINGS: GENERAL NOTES, unless otherwise noted: O /+i 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual y �,OREGON �4/ Truss: A2 and Warnings before construction commences. building component.Applicability of design parameters and proper A 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 2a \ I 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at y is the res onsibil' of the erector.Additional g of 2'continuouso.c.and a[ea0.o.c.rsuch cC plywoodly unless braced throughout their length by DATE: 19 12/8/2017 P Mpermanent brocin sheathing such as sheathing(TC)and/or drywall(BC). I a the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ MFR R f L�- SEQ.: K4 0 0 8 9 5 8 4.No load should be applied to any component until after all bracing and 4.Installationof s is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumesumes trusses are to be used in a noncorrosive environment, assign loads be applied to any cora t and are for"dry condition'of use. TRANS ID: LINK ponen. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes NII bearing at all supports shown.Shim orwetlge if EXPIRES: 12-31-2019 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. December 8,2017 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center TN/VI/ICA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate s¢e of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For bask connedo:plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 53 2- 8=(-93) 839 3- 8=(-378) 398 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2- 3=(-1094) 258 B- 9=(-52) 547 8- 4=(-248) 616 WEBS: 2x9 KDDF STAND 3- 9=( -989) 441 9- 6=(-93) 711 4- 9=(-248) 616 LOADING 4- 5-( -989) 441 9- 5=(-378) 398 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1099) 258 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 53 TOTAL LOAD = 42.0 PSF OVERHANGS: 8.0" 8.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -173/ 1000V -298/ 29811 5.50" 1.60 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 22'- 0.0" -173/ 1000V 0/ OH 5.50" 1.60 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I A 11-00 11-00 ' r VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL = -0.000" @ 0'- -8.0" Allowed - 0.067" 12 M-4x6 12 MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed - 0.089" 12.00 N 12.00 MAX LL DEFL = -0.028" @ 7'- 5.1" Allowed - 1.054" 4-p" MAX TL DEFL = -0.043" @ 7'- 5.1" Allowed - 1.406" MAX LL DEFL = -0.000" @ 22'- 8.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 22'- 8.0" Allowed = 0.089" �� SEASONED LUMBER IN DRY SERVICE CONDITIONS 1' MAX HORIZ. LL DEFL - 0.013" @ 21'- 6.5" , MAX HORIZ. TL DEFL = 0.019" @ 21'- 6.5", Design conforms to m indforce-resisting system and componentsand cladding criteria. Wind: 140 mph, h=24.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, , (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads • M-1.5x3 M-1.5x3 in the plane of the truss only. n o /t BB AV N - - O I o M-3x4 M-3x4 M-3x5(5) M-3x4 M-3x4 0 y 10-00 y 12-00 y ��Q�� PIROFFss ), * * ), .5 v.- .ti. /O 1-00 22-00 1-00 S 29 „,.....'41 ::9200PE r JOB NAME : ERT LOT 207 4-D MOD - A3 Scale: 0.2554 .ice'/ , WARNINGS: GENERAL NOTES, unless otherwise noted: O CC 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters short and Is for an individual "7 OREGON Ix pi Truss: A3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be Installed where shown+. fts Design essu of component is the responsibility of the building designer. A �� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the cep and bottom chords to be laterally braced at 'O I y 14 . is the responsibility of the erector.Additional permanent bracing or 2'o.c.and at 18'o.c.respectively unless braced throughout their length by Y, DATE: 12/8/2017 the overall structure is the responsibility of buildingdesigner. continuousxImp sheathing stenlb plywood re uired sheathing(TC)shown +drywall(BC). p N o finer. 3.2x Impact bridging or lateral bracing required where shown++ ill -R1,111-\-- SEQ.: K4 0 0 8 9 5 9 4.No Iced should be applied to any component until after all bracing and 4.5.Design of truss russees athe retobe ulsed Inty of tonon-corrosive respective ctiveenrvlronrment, fasteners are complete and at no See should any loads greater than gen assumes Design nada be applied to any component. and are for"dry condition'of use. TRANS ID: LINK s.camptTruahas nocontrol over and assumes naresponsibility orthe es 8 DDigna�umesfullbeedngatallsupportsshown.Shimorwedgeif EXPIRES: 12-31-2019 ry fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 8.This design is furnished subject to the limitations set rode by 8.Plates shall be located on both faces of truss,and placed so their center December 8,2017 TPIIWrCA in SCSI,copies of which will be furnished upon request. lines coinGde with joint center lines. 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E t0.For basic connector plate design values see ESR-1311,ES12-1988(MITek) + • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 21'- 10.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 53 2- 7=(-93) 831 3- 7=(-378) 398 BC: 2x9 KDDF#1&BTR SPACED 29.0" O.C. 2- 3=(-1096) 258 7- 8=(-52) 538 7- 9=(-248) 616 WEBS: 2x9 KDDF STAND 3- 9=( -989) 491 8- 6=(-99) 703 9- 8=(-249) 622 LOADING 9- 5=( -994) 459 8- 5=(-380) 348 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1095) 266 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 8.0" 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" -174/ 1003V -286/ 292H 5.50" 1.61 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 21'- 10.5" -142/ 930V 0/ OH 4.00" 1.49 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICONS. 2: Design checked for net(-5 psf) uplift at 29 "cc spacing. ] VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/100 11-00 10-10-08 MAX LL DEFL = -0.000" @ 0'- -8.0" Allowed = 0.067" T f '1' MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" MAX LL DEFL = -0.028" @ 7'- 5.1" Allowed = 1.059" 12 14-406 12 MAX TL DEFL = -0.043" @ 7'- 5.1" Allowed = 1.406" 12.00 7 N 12.00 SEASONED LUMBER IN DRY SERVICE CONDITIONS 4.0" ilnn MAX HORIZ. LL DEFL = 0.013" @ 21'- 6.5" l MAX HORIZ. TL DEFT. = 0.018" @ 21'- 6.5" Design conforms to mai n wintlforce-resisting system and components cladding criteria. Wind: 190 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 rn , , ,.._.......,_. .0. , . ,,,,,, o /"/I M-3x4 M-3x6(5) 14-3x4 M-3x9 0 y 10-00 y 11-10-08 y ac5.a D rnOF` nn c. 0-08 21-10-08 ° 89200PE 9r • JOB NAME : ERT LOT 207 4-D MOD - A3X ~ Scale: 0.2521 � . � • WARNINGS: GENERAL NOTES, unless otherwise noted: O �� 1.Builder and erection contractor should be advised of all General Notes t.This design k based only upon the parameters shown and Is for an Individual 40 Truss: A3X and warmn before construction commences. building component.A Applicability of parameters and 91 �f-OREGON gs PP M o design pare me proper v •!' t 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. �f 20� ��•` 3.Additional temporary bracing to insure stability during construction 2.Design and etlassumes the top and bottom chords to be laterally braced at �O -7 y 1 A idos is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 4 DATE: 12/8/2017 the overall structure is me responsibility ofthe boldin deal continuous sheathing such as plywood aheelhing(w a and/or tlrywall(BC). 4.1 P ty g designer. 3.2x Impact bridging or lateral bracing required where shown++ C []I�` SEQ.: K 4 0 0 8 9 6 0 4.No load should be applied to any component until after al bracing and 4.Installation of truss is the responsibility of the respective contractor. I7 v fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. andarem dry conditionof use. 5.CompuTrus has no control over end assumes no responsibility mane 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 necefabrication,handling,shipment and Installation of components. spry. I,� p e p ptheyis. 8.PlatDeses trusisen December 8,2 17 8.This design is mmishetl subject to the limitations set forth by 8.Pietas shall be rotated on both latae of tmss,and placed so their center TP MICA In BC SI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate see of plate In Inches. MiTek USA,Ino./CompuTrus Software 7.6.8(IL)-E 10.For basic connector plate design values see ESR-1311,ENR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 53 2-13=(-302) 1102 13- 3=( -51) 392 BC: 2x6 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-1503) 481 13-14=(-281) 1010 3-14=(-395) 239 WEBS: 2x9 KDDF STAND 3- 4=) -989) 389 14-15=(-106) 669 14- 4=(-139) 385 LOADING 4- 5=( 0) 0 16-17=( 0) 0 19- 6=(-209) 126 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6-( -605) 395 15-17=(-102) 630 6-15=( -73) 104 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8-) -661) 381 17-18=( -99) 597 15- 8=( -75) 337 TOTAL LOAD= 42.0 PSF 7- 9-) 0) 0 18-11-(-193) 651 17- 8=(-227) 32 8- 9-) -559) 390 8-18-(-198) 159 NOTE: 2x9 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=) -885) 401 9-18-(-188) 399 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-1048) 367 18-10=(-197) 179 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=( 0) 53 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. OVERHANGS: 8.0" 8.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Cl'- 0.0" -227/ 1000V -211/ 21111 5.50" 1.60 KDDF ( 625) 22'- 0.0" -227/ 1000V 0/ OH 5.50" 1.60 KDDF ( 625) 0-02-05,,y� 'COND. 2: Design checked for net(-5 psf) uplift at 24 "or spacing. I 9-11-11 L-00-10 9-11-11 VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 4 . f ,' MAX LL DEFL = -0.000" @ 0'- -8.0" Allowed = 0.067" 5-01-04 0-06-15 3-10-04 MAX TL DEFL = -0.001" @ 0'- -6.0" Allowed = 0.089" �( .( MAX LL DEFL - 0.025" @ 10'- 2.0" Allowed = 1.054" ,� 2-09 ' f-01-071-10-09 1L06-OS � 4-00 MAX TL DEFL = -0.039" @ 10'- 2.0" Allowed = 1.906" T / I :4' ' f f '1 MAX LL DEFL = -0.000" @ 22'- 8.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 22'- 8.0" Allowed = 0.089" 8-00 l 8-00 SEASONED LUMBER IN DRY SERVICE CONDITIONS 1 1 A 12 5 0-3x8 12 MAX HORIZ. LL DEFL = 0.015" @ 21'- 6.5" MAX HORIZ. TL DEFL = 0.029" @ 21'- 6.5" 12.00 V M-4x6 12.00 Design conforms to main windforce-resisting M-9x6 system and components and cladding criteria. 9 M-6 3x4 B /r _ 1xl Wind: 140 mph, h=29.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 0 M-3x4 3 IIr Mo M-3x9 �e�_. _ SS_,o rn rn I 13 19 I 1'. ss 'L.LI "' 1 - =M-6x6 M-3x8 0 16 17 18 2 o M-3x4+ I M-7x8-M-6x6 M-3x8 M-3x4 I 00 2.40 .,- -,n d 3.75 12 b 11 2 ,, 11:06-q 1 1 2-05-08 5-03 2-09 03-04 7-08-08 y Jy y - y y a P 0 0-08 )2-05-08 8-00 y 2-00 9-06-08 0-08 �.r'C(`"w�`G'N�rn�Vs/ 10-05-08 11-06-08 �� Vl �'T CA, bb bl 0-08 22-00 0-08 :9200PE r JOB NAME : ERT LOT 207 4-D MOD - A4 Scale: 0.1791 ,�� ......,ef WARNINGS: GENERAL NOTES, unlessotherwise noted. 10 Cr 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual OREGON l(/ Truss: A4 and Warnings before construction commences. building component.Applicability of design parameters and proper O 2.104 compression web bracing must be installed where shown+, Design aIncorporassumes of component is the responsibility of the building designer. �� 3.Additional temporary bracing to Insure stabilityduring construction 2.Design assumes the top and bottom chords to be laterally braced at LSO qY y 4 0 is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by (� continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). N/ DATE: 12/8/2017 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required Mere shown o o Men RIO, SEQ.: K4 0 0 8 9 61 4.Na load should be applied to any component until ager all bracing end 4.5.Designtion of assumes trusses are uss Is the Po be ulity of sed In a noncorrosive tive contractor.ent fasteners are complete and et no time should any loads greater than • TRANS I D: LINK design loads be applied to any component and are$sumecondition"laring ase.supports wedge 5.CompuTrus has no control over and assumes no responsibility for the e.Dnecessary. full bearing kk�� �3 .I fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. Deeem4JP.�$,GO 17 6.This design is furnished subject to the limitations set forth by e.Plates shall be located on both faces of truss,and placed so their center TPLANfCA in 8101,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sae of plate in inches. MITek USA,Ino./CompuTrus Software 7.6.60 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) e s A This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 22-00-00 GIRDER SUPPORTING 8-00-00 FROM 14-00-00 TO 22-00-00 IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2-) 0) 53 2-11=(-357) 1928 11- 3-( -66) 633 BC: 2x6 KDDF #1&BTR 2- 3=)-2887) 506 11-12=(-332) 1777 3-12=) -900) 257 WEBS: 2x9 KDDF STAND LOADING 3- 4=(-2147) 440 12-13=(-251) 1759 12- 4=( -225) 1187 LL = 25 PSF Ground Snow (Pg) 9- 5=(-1428) 369 14-15-) 0) 0 12- 5=(-1001) 269 TC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL( 50.0)+DL( 19.0)= 69.0 PLF 0'- 0.0" TO 22'- 0.0" V 5- 6-(-1791) 953 13-15=(-287) 1942 5-13=( -202) 767 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 14'- 0.0" V 6- 7=(-1808) 972 15-16=(-260) 1803 13- 6=( -148) 291 BC UNIF LL( 75.0)+DL( 71.0)= 196.0 PLF 14'- 0.0" TO 22'- 0.0" V 7- 8=1-2635) 609 16- 9=)-292) 1810 15- 6=( -168) 255 8- 9=1-2802) 574 6-16=( -125) 161 NOTE: 2x9 BRACING AT 24"OC UON. FOR ADDL: BC CONC LL+DL= 1525.0 LBS @ 12'- 11.0" 9-10=( 0) 53 7-16-) -351) 1564 ALL FLAT TOP CHORD AREAS NOT SHEATHED 16- 8-) -166) 252 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 8.0" 8.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 0'- 0.0" -338/ 1794V -209/ 209H 5.50" 2.87 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 22'- 0.0" -559/ 2739V 0/ OH 5.50" 4.38 KDDF ( 625) 7-11-11 6-00-10 7-11-11 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. I 2-09 5-02-11 2-02-05 2-05-04 1-05-01 3-11-11 4-00 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 f f f / / f f . MAX LL DEFL = -0.000" @ 0'- -8.0" Allowed - 0.067" MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" 12 12 MAX LL DEFL = 0.094" @ 12'- 0.2" Allowed = 1.059" M-4x6 M-4x6 MAX TL DEFL = -0.101" @ 10'- 5.5" Allowed - 1.406" 12.00 4 M-3x9 M-3x8 7 N12.00 MAX LL DEFL = -0.000" @ 22'- 8.0" Allowed = 0.067" 5 6 MAX TL DEFL = -0.001" @ 22'- 8.0" Allowed = 0.089" 4,0, LI O� SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.019" @ 21'- 6.5" MAX HORIZ. TL DEFL = 0.048" @ 21'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x3 Wind: 140 mph, h=23.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-3x9 Truss designed for wind loads in the plane of the truss only. 3 �C M-3x6Albillhllillhh.m.1 vee O �_ �co � 12 �il� MM_ o 1 s 11M-6x6 M-3x8 1�®� ® 'I o' 14 15 16 M-3x9+ M-7x8 =M-8x8 M-7x8 M-3x6 0 2.40 =-- -,n . 3.75 12 12 1525# 2-05-08 5-03 2-09 1-06-12 2-03-04 7-08-08 b l ), l b )' . 0-08 2-05-08 10-OS-088-00 y 2-00 11-069066-08 y OB O P R ���� +[ FFss o 08 22 00 o 08 ,.C.0' tNG�NEF9 io 2 ° 89200PE 9 JOB NAME : ERT LOT 207 4-D MOD - A5 ��� • • Scale: 0.2531 - _ WARNINGS: GENERAL NOTES, unless otherwise noted: Q rt 1.Builder and erection contractor should be advised of all General Notes 1.This design is based onlythe parameters shown and is for an Individual Truss: A5 and Warninsbeforeconstructioncommences. building component.Applicability of ign parameters '9j A_OREGON ��(/ B o linPayoft proper !i -`7 2.2z4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced al �O �Y y 4 X10 �� Is the responsibility of the erector.Additional permanent bracing of 2•o.c.and at10•o.c.rsapeelvety unless braced throughout their length by 1 (� DATE: 12/8/2017 the overall structure is the responsibility of the bolding designer. continuous sheathing such as plywood sheat whereC)and/or drywell(BC). P ty g ¢ 3.2a Impact bridging or lateral bracing required shown++ C.p �� SEQ. : K4 0 0 8 9 62 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ►l fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D• LINK design loads be applied m am component. and are for"dry conditionof use. 5.CompuTms has no control over and assumes no responsibility for the 6.Decessassumes full bearing at all supports shown.Shim orwedge if EXPIRES: 12-31-2019 fabrication,handling, ry p r� .l shipment tootl installation of components. 8.Design ghat b el adequateobath to Truss,and December SrZO 1 7 8.This design is furnished subject the Ilmftations set forth by B.Plates shay be located on bath faces of puss,and placed so their center TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint centerlines. 9.Digits indicate see of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 19.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by JP Refer to CompuTrus rafter detail for complete specifications. 11-03-12 CORNER RAFTER SETBACK 8-00-00 FROM END WALL FOR 32.0 PSF TOTAL ROOF LOAD. 2X4 KDDF #1&BTR PROVIDE 13-00-10 SUPPORT M-3x6(S)1' 10* M-5x8 #14 PROVIDE SUPPORT 12 M-3x6 8.997 2X9 KDDF #1bBTR 7M-3x6 M-3x6 M-3x8 M 1 /FAN N AI O ���Ep PRCop6. •11-02-04 �`ZO ONGINes, %* y 11-03-12 y -w :9200PE 9v 1 l JOB NAME : ERT LOT 207 4-D MOD - AR 16-10-14 • Scale: 0.9126 i •7'�� WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder end erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual OREGON i(/� Truss: AR and Warnings before construction commences. building component.Applicability of design parameters and properIN 2.204 compression web bracing must be installed where shown a. incorporation of component is the responsibility of the building designer. aQ 11 �� 3.Additional temporarybracingto Insure stability duringconstruction 2.Design assumes Me top and bottom chords to be laterally braced at LSO I T 14, O °ons T o.c.and at 10'c.c.respectively unless braced throughout their length by Y f is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). M DATE: 12/8/2017 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown 0 0 -•�R R t`\ SEQ.: K4 0 0 8 9 6 3 4.No load should be applied to any component until after all bracing and 5. e Installation of truss s is the resareponsibility be ulsed rahnon-corrosive pest ive o t ctor.environment, l fasteners are complete and at no time should any loads greater thanDesign design loads be applied to any component. and are for"dry condition"of use. TRANS ID: LINK 5.CompuTrus has noconoloverandeesumesnoresponsibiltyforthe 0.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 awry. fabrication,handling,shipment and installation of components. T.Design assumes adequate is provided. December 6.This design is furnished subject to the limitations set forth by B.Plates shag be locatedd onon both faces of truss,and placed so their center 8,2017 TPIIW0CA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. B.Digits indicate size of plate In inches. MiTek USA,Ino./CompuTrus Software 6.3.2(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1966(MITek) 0 s t This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 12-11-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2115 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE - 1.15 (Non-Rep) 1- 2=(-1583) 297 1- 8=(-299) 1045 8- 2=) -15) 906 BC: 206 KDDF #1&BTR 2- 3=(-1112) 317 B- 9-(-225) 949 2- 9-(-279) 298 WEBS: 2x9 KDDF STAND LOADING 3- 9-) -797) 264 9-10=(-128) 742 9- 3=(-197) 230 LL = 25 PSF Ground Snow (Pg) 9- 5-(-1112) 315 10-11=(-117) 943 9- 4=(-146) 139 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 19.0)= 69.0 PLF 0'- 0.0" TO 6'- 0.0" V 5- 6=(-1580) 288 11- 6=(-127) 1039 4-10=) -77) 215 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIT LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 6'- 11.0" V 6- 7=( 0) 53 10- 5=(-264) 272 TC UNIF LL( 50.0)+DL( 19.0)= 69.0 PLF 6'- 11.0" TO 12'- 11.0" V 5-11=) O) 909 OVERHANGS: 0.0" 8.0" BC UNIF LL( 0.0)+DL( 40.0)= 90.0 PLF 0'- 0.0" TO 12'- 11.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 11.0" 0'- 0.0" -181/ 1020V -150/ 195H 5.50" 1.63 KDDF ( 625) 12'- 11.0" -213/ 1103V 0/ OH 5.50" 1.77 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. I cc For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=1/290, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL - -0.018" @ 6'- 11.0" Allowed = 0.600" MAX TL DEFL = -0.029" @ 6'- 11.0" Allowed = 0.800" MAX LL DEFL = -0.000" @ 13'- 7.0" Allowed = 0.067" 5-11-11 0-11-10 5-11-11 MAX TL DEFL = -0.001" @ 13'- 7.0" Allowed - 0.089"A f 4 i ---f SEASONED LUMBER IN DRY SERVICE CONDITIONS 2-09 3-02-11 0-11-10 3-02-11 2-09 ,r 1. 43200 f f MAX HORIZ. LL DEFL = 0.014" @ 12'- 5.5" MAX HORIZ. TL DEFL = 0.024" @ 12'- 5.5" 12 M-4x6 13208 12 Design conforms to main windforce-resisting 12.007 3 12.00 g 4 M-5x6 system and components and cladding criteria. 40111,1410 Wind: 190 mph, h=22.2ft, TC'9L=9.2,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-3x4 M-3x4 z o M-3x4AI� eve tie �AA- M-3x4 lin ot III M-3x8 M-3x4 9 10 1r Jo 1.* =M-6x6 2DM-6x6 o0 M-3x4+ M-3x4+ .. 3.75 3.75 12 12 1 b l b l b 2-05-08 3-03 1-07-12 3-01-04 2-05-08 y 2-05-08 y 8-00 2-05-08 0-08 ,�eQ,E ' PR04n y 12-11 0 8 �NGINEF9 (5;,‹.) O:1,. 4. :9200PE 9r JOB NAME : ERT LOT 207 4-D MOD - B1 � , Scale: 0.3006 _ " WARNINGS: GENERAL NOTES, unless otherwise noted: ti Cr 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and isfor anindlidual -yL 4,OREGON Og Jo Truss: B1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at <O �Y 14 no R. R the responsibility of the erector.Additional permanent bracing of 2'o.c.and at IS o.c.respectively unless braced throughout their length by e'1' r w DATE: 12/8/2017 the overall structure is the responsibility of buildingdesigner. continuous edging orng such as bracing required cited sheathing(TC)and/or drywall/BC). ins P ty o g 3.2x Impact bridging or lateral required where shown++ �� `�� SEQ.:. K4 0 0 8 9 6 4 4.No load should be applied to any component until after all bracing and O.Installation oftruss is the responsibility of the respective contractor. 1 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and arerorayconaftbn"or use. 5.Com Trus hes no control over end assumes no res onsibil far the e.Design assumes full bearing at all supports shown.Shim or wedge if p �y necessary. EXPIRES: 12-31-2019 fabrication,handling,shipment and installation 01 components. 7.Design assumes adequate drainage is provided. December 8,2017 6.This design is furnished subject to the limitations set forth by B.Plates shall be boated an both faces of truss,and placed so their center TPIAIttCA In BCSI,copies o/which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connedot plate design values see ESR-1311,ESR-1966(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 12'- 11.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cg=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=(-792) 228 1- 7=(-112) 595 7- 2-( -2) 227 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-468) 197 7- 8=(-104) 543 2- 8=(-280) 209 WEBS: 204 KDDF STAND; 3- 4=(-467) 176 8- 9=(-104) 455 8- 3=(-142) 315 2x4 DF STAND A LOADING 4- 5=(-789) 191 9- 5-(-112) 501 8- 4=(-250) 210 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 53 4- 9=( -2) 199 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 0.0" 8.0" LL - 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -74/ 541V -170/ 16411 5.50" 0.87 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12'- 11.0" -105/ 625V 0/ OH 5.50" 1.00 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/290, TL=L/180 MAX LL DEFL = 0.010" @ 6'- 5.5" Allowed = 0.600" MAX TL DEFL - -0.017" @ 6'- 5.5" Allowed = 0.800" 6-05-08 6-05-08 MAX LL DEFL - -0.000" @ 13'- 7.0" Allowed - 0.067" f ' ' MAX TL DEFL - -0.001" @ 13'- 7.0" Allowed - 0.089" 2-09 3-08-08 3-08-08 2-09 SEASONED LUMBER IN DRY SERVICE CONDITIONS 1' 1' ' 'f 1' MAX BORIZ. LL DEFL - 0.010" @ 12'- 5.5" 12 12 MAX BORIZ. TL DEFL - 0.016" @ 12'- 5.5" M-4x6 12.00 P7 7,1 12.00 Design conforms to main windforce-resisting 3 4.0" system and components and cladding criteria. PI A Wind: 190 mph, h=22.4ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-3x4 idIIIIIIIIIIOoo. M-3x9 z ir 11111111111111... ...d Q� M-3x4 6e op M-3x4 1 t AI"°1 M-5x6 M-3x8 9 �� 0 1 ** M-3x4+ M-5x6 "% 6 I M-3x4+ O ..3.75 3.75 12 12 )' l 1 1 l 2-05-08 4-00 4-00 2-05-08 - y y 1 0 l ���ED PROP 2-05-08 8-00 2-05-08 )' J' y y �3 v.- NEF,9 /O 12-11 0-0a 2 17 �� :9200PE r JOB NAME : ERT LOT 207 4-D MOD - B2 �� Scale: 0.2910 WARNINGS: GENERAL NOTES, unless otherwise noted: TO Cr 1.Builder and erection contractor should be advised of all General Notes 1.This design Is basad only upon the perametersshown and Is fsran Individual OREGOF'1 4/ Truss: B2 and Warnings before construction commences. building component.Applicability ofdesIgn parameters and proper �� vI�l 2.234 compression web bracing must be installed where shown*. incorporation of component is the responsibility of the building designer. �1 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at / -7 ^ is the responsibility of the erector.Additional permanent bracing of r o.c.and at 10.o.c.respectively unless braced throughout their length by 4 a O� continuous sheathing such as plywood sheathing(TC)and/or dryvrall(BC). V � DATE: 12/8/2017 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown*a R R`1 I-y 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the responnblhty of the respective contractor. SEQ.: K4 0 0 8 9 65 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, assign loads be applied m any component. and are for"dry condition"of use. TRANS ID: LINK 5.CompuTruehasnoconlroloverendassumesnoresponsibllilyferlhe 8.Design assumes full bearing at all supports shown.Shim orwedge if EXPIRES: 12-31-2019 awry. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. .1 B.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so then center December 8,2017 TPIANTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.DigIs Indicate size of plate In Inches. MiTek USA,Inc./CompuTms Software 7.6.8(1 L)-E H.For basic connector plate design values see EBR-1311,ESR-1988(MITek) ' . V This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=1-60) 67 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. 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 POE' 0'- 0.0" -43/ 296V -32/ 99H 5.50" 0.47 KDDF ( 625) 1'- 10.9" -128/ 116V 0/ OH 1.50" 0.19 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 49V 0/ OH 5.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'PROVIDE FULL BEARING;Ots:2,3,4I REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ) BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 1' 1' MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.004" @ 1'- 0.0" Allowed = 0.147" 12 MAX TC PANEL TL DEFL - -0.005" @ 1'- 1.5" Allowed = 0.220" MAX BC PANEL LL DEFL = 0.008" @ 2'- 8.6" Allowed = 0.254" 12.00 7 MAX BC PANEL TL DEFL = -0.015" @ 3'- 3.8" Allowed = 0.339" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 3 -/ MAX HORIZ. TL DEFL - 0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. 0 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=l.6, Truss designed for wind loads 1 in the plane of the truss only. 0 N M f N o 11111141 M-3x9 l y l 0-08 6-00 <A:0 PROF&, �� �NGINEF9 /029 89200PE r JOB NAME : ERT LOT 207 4-D MOD - BJ1 Scale: 0.6819 WARNINGS: GENERAL NOTES, unless otherwise noted. ii Cr 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is Er an indluldual OREGON 4,Truss: BJ1 and Warnings before construction commences. bolding component.Applicability of design parameters and proper t., 2.204 compression web bracing must be Installed where shown 0, incorporation of component Is the responsibility of the building designer. 1' �1 3.Additional temporarybracingto insure stability Burin construction 2.Design assumes the top and bottom chords to be laterally braced at / 14, T Is the res ons blt the erector.Additional y 9 cI bracingf 7 o.c and at 19 o.c.respectively unless braced throughout their length by /O 9 O Q p M o permanen o continuous sheathing such as plywood sheathing(TC)and/or tlryvrell(BC). '1-/A v DATE: 12/8/2017 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ �� �� , SEQ.: K4008966 4.No load should be applied to any component until after a0 bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Desitin assumes Trusses are to be used In a noncorrosive environment, TRANS ID: LINK design mads be applied to any component. Detlaremsudry fullban gala. 5.CompuTrus has no control over and assumes no responsibility for the 6 necessary.�umesfullbeadngetaAsuppodsshown.Shimorwetlgelf EXPIRES: 12-31-2019 p 1 fabriwtion,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. December 8,20 1 7 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/W/CA in SCSI,copies of which will be furnished upon request. lines coincide with joint centerlines. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompaTrBs Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 53 2-6=(-69) 102 6-5=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-180) 26 5-7=(-94) 137 5-3=( 0) 52 WEBS: 2x4 KDDF STAND 3-4=( -48) 39 3-7=(-156) 108 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT F= 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) OVERHANGS: 8.0" 0.0" 0'- 0.0" -17/ 310V -58/ 145H 5.50" 0.50 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.9" -99/ 80V 0/ OH 1.50" 0.13 KDDF ( 625) 6'- 0.0" -6/ 105V 0/ OH 5.50" 0.17 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. IrROVIDE FULL BEARING;Jts:2,9,71 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 3-11-11 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.000" @ 0'- -8.0" Allowed = 0.067" T ' MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" 4 MAX LL DEFL = 0.005" @ 2'- 3.8" Allowed = 0.170" 12 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" 12.00 7 4 MAX BC PANEL TL DEFL = -0.004" @ 3'- 11.9" Allowed = 0.192" (I SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.009" @ 5'- 8.0" MAX HORIZ. TL DEFL = 0.010" @ 5'- 8.0" M-4x6 3 Design conforms to main windforce-resisting 0 system and components and cladding criteria. o � I vc6o I Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Dir), M load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 4 g� o � 1 o M-1.5x3 N f 1 01 1 10-3x4 M-3x4 M-3x5 l )' l 2-03-12 3-08-04 > )' y l 0-08 2-05-08 6-00 3-06-08 6. eo,,GINE-$„5, t �� 89200PE 9r JOB NAME : ERT LOT 207 4-D MOD - BJ2 ,,,�--� Scale: 0.5367 ��•' _ WARNINGS: GENERAL NOTES, unless otherwise noted: Q 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual "7 4 OREGON �to Truss: B J2 and Warnings before construction commences. building component Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. �f 3.Additional temporary bracing to insure stabilky during construction 2.Design assumes the top and bottom chortle to be laterally braced at L<O -]y 1 • no\ �� o Pennanen g o 2'o.c,and at 10'o.c.respectively unless braced throughout their length by (� G' is the responsibilityf the erector.Additional t bracing f continuous sheathingh as wood shealhln TC ryes( ) s DATE: 12/8/2017 the overall structure is the responsibility of designer. auc plywood g( )android II BD. MFRRiLL P ty o g g 3.2x impact bridging or lateral bracing required where shown++ SEQ.: K 4 0 0 8 9 6 7 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 6.Design assumes trusses are to be used in a noncorrosive environment. TRANS ID: LINK design loads be applied to any component. and are or"dry condition.'of use. 6.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 y. fabrication.handling, sn s edismenctotlle limitations forth 7.Design assumes besadedonoface Is provided. December 8,2017 6.This design Is furnished subject to the limkatlona set fodh by B.Plates shale be located on both faces of truss,and placed so their center TPNWICA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate s8e of plate In inches. MN'ek USA,Int./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) R • This design prepared from computer input by JO LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1,4BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 53 2-6=(-159) 175 6-5=) 0) 18 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-244) 52 5-7=(-214) 235 5-3=( 0) 52 WEBS: 2x4 KDDF STAND 3-4-(-113) 84 3-7=(-267) 244 LOADING TC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT 0= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 8.0" 0.0" 0'- 0.0" -34/ 352V -86/ 209H 5.50" 0.56 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 8.0" -44/ 151V 0/ OH 5.50" 0.24 KDDF ( 625) 5'- 11.7" -83/ 116V 0/ OH 1.50" 0.19 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IOC 2015 NOT BEING MET. 'PROVIDE FULL BEARING;Jts:2,7,41 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 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 5-11-11 MAX LL DEFL - -0.000" @ 0'- -8.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed - 0.089" 4 MAX LL DEFL - 0.011" @ 2'- 3.8" Allowed = 0.254" MAX TL DEFL = -0.011" @ 2'- 3.8" Allowed = 0.339" 12 �) SEASONED LUMBER IN DRY SERVICE CONDITIONS (° MAX HORIZ. LL DEFL - -0.019" @ 5'- 8.0" MAX HORIZ. TL DEFL - 0.018" @ 5'- 8.0" 12.00 Design conforms to main wrndforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), up load duration factor=l.6, o Truss designed for wind loads rn in the plane of the truss only. o M-4x6 o 3 40 hii ..A 7 v... g. Lo ���m ro M-1.5x3 1 i le-3x4 0 0 M-3x9 M-3x5 * b * 2-03-12 3-08-04 * * * * 45�Ep PR ft ,, 0-08 2-05-08 6-00 3-06-08 �� okGI NE9 /o2 :9200PE 9r JOB NAME : ERT LOT 207 4-D MOD - BJ3 � • Scale: 0.4283 WARNINGS: GENERAL NOTES, unless otherwise noted: t.Builder and erection contractor should be advised of all General Notes t.This design is based only upon the parameters shown and Is for an Individual -7,, OREGON Ix it/ Truss: BJ3 and Warnings before construction commences. building component.Applicabiby or design parameters and proper 2.2a4 compression web bracing must be installed where shown.. incorporation of component Is the responsibility of the building designer. • \ �� 3.2(44Addco al temporary bracing to insure installed Ry during shown.. 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of T o.c.and at 10'o.c.respectively unless braced throughout their length by /O 14, O DATE: 12/8/2017 the overall structure Is the responsibility f the building designer. continuous ue shging or such as plywood required et where end/ drywall(BC). P ty o g goer. 3.2a Impact bridging or lateral bracing required where shown.. ��F�L� SEQ. : K4 0 0 8 9 68 4.No load should be applied to any component until after all bracing and 4.5.Design Be on err conditIs ion. are o bebullty of sed in eanonce respectivecontractor. environment, 1 , fasteners are complete and at no time should any loads greater thanand gn essumea TRANS ID: LINK design loads be applied to any component. B.Design for-dry connli bearing ul al supports ane m.Shim or wee r 5.CompuTrus has no control over and assumes no responsibility for the e assumes ga ppo wedge EXPIRES: 12-31-2Q19 7 I fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. December 8,20 1 1 7 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/W1CA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MITek USA,Inc./CornpuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by JP Refer to CompuTrus rafter detail for complete specifications. 8-05-13 CORNER RAFTER SETBACK 6-00-00 FROM END WALL FOR 32.0 PSF TOTAL ROOF LOAD. M—5x8 40, PROVIDE SUPPORT 12 8.49 M-3x6 2X4 KDDF M-3x6 #1&BTR M-3x6 M-3x8 o ,,— •••••••001mm o I ►1 ,��\NO PROFFss y 8-04-05 y r5 4NGINE<c'4 /02 b 1-05 8-05-13 l �� :9210P v J., JOB NAME : ERT LOT 207 4-D MOD - BR 10-05-14 '! /�� • Scale: 0.6491 WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ,�OREGON ��� Truss: BR and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2a4 compresGon web bracing must be msI Iled where shown+. incorporation of component is the responsibility or the building designer. ,I 2 �� 2.Design assumes the top and bottom chorda m be laterally braced al T 14, 3.Additional temporary bracing to Insure stability during construction 7 o.c.and at 10'o.c.respectivety unless braced throughout(heir length by ,O4 +`�s O is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood eheething(TC)and/or drywall(BC). DATE: 12/8/2017 the overall structure is the responsibility of the building designer. K 2z Impact bridging or lateral brasng required where shown++ �ER R%a' SEQ.: K4008969 4.No load should be applied 10 any component until after all bracing and 5.Installation e"of bebuksetl Inty of the o nonconasNe environment,ctive r fasteners are complete and at no time should any loads greater than Design assumes design loads be applied to any component. and are for"dry condition"o(use. TRANS I D: LINK 5.CompuTrus has no ontrol over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center December 8,20.l 1 7 TPIANrCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 6.2.3(1 L(-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) I t This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 ROOF#1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-994) 202 1-5=(-229) 616 5-2=(-190) 1200 BC: 2x6 KDDF #15BTR SPACED 29.0" O.C. 2-3=(-285) 309 5-6=(-227) 609 2-6=(-921) 300 WEBS: 2x9 KDDF STAND; 3-4=( -18) 8 6-3=(-290) 265 2x4 KDDF #1&BTR A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TO LATERAL SUPPORT <= 12"00. VON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORS 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" -112/ 765V -169/ 295H 5.50" 1.22 KDDF ( 625) ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 8'- 0.0" -453/ 1526V 0/ OH 5.50" 2.44 KDDF ( 625) ADDL: BC CONC LL+DL= 1085.0 LBS @ 5'- 0.0" ADDL: BC CONC LL+DL= 534.0 LBS @ 7'- 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. MAX TL DEFL = -0.016" @ 3'- 11.9" Allowed = 0.472" MAX TC PANEL LL DEFL = 0.030" @ 6'- 2.5" Allowed = 0.311" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP SEASONED LUMBER IN DRY SERVICE CONDITIONS AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = -0.002" @ 7'- 6.5" MAX HORIZ. TL DEFL = 0.003" @ 7'- 6.5" 4-01-10 3-06-10 0-03-12 Design conforms to main windforce-resisting T '1 T' system and components and cladding criteria. 12 M-1,5x3 4 Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12.00 P7 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x5 2 o 1O 1 M d N 1 COM AllilL 1111 7,-', t P� ® UJ I l'''''' 5 * 6 o M-3x4 M-3x6 M-4x8 k y +10-00 +5304 , �RO PR OFFS 3-11-14 4-00-02 y 8-00 y ��� INGtNEF� s�O2 �` :9200PE 9r JOB NAME : ERT LOT 207 4-D MOD - Cl idliIIIIP46' Scale: 0.3070 WARNINGS: GENERAL NOTES, unless otherwise noted: ti Cr 1.Builder and erection contractor should be advised of all General Notes I.'This design Is based ononly upon the parameters shovel and is for an indslduai -y OREGON t. o Truss: Cl and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2s4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. �� 3.Addklonel temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 1 A is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 1P Da.respectively unless braced throughout their length by /O 9 •T, O DATE: 12/8/2017 the overall structure Is the responsibility t the building designer. continuous sheathing such as plywood sheathing(TC)and/or dryorall(BC). M P y o e g 3.2s Impact bridging or lateral bracing required where shown++ '/ �1� 1 SEQ.: K4008970 4.No bad should be applied to any component until after all bracing and 5.Installation assumtruss estrusthe areto sibilllty of sedbranescctivesettor.environment. 11 1. fasteners are complete and at no time should any loads greater than g design loatls be applied to any component. and are for"dry condition" use. TRANS ID: LINK 5.CompuTushas nocontrol over and assumes noresponsibilRy for the B.Design assumes full bearing II ppotr has Shim wadS EXPIRES: 12-31-2019 fabrication,handling, necessary. .1 edisujecaM installation components.foesy7.Designassumesbe located on both to rusided. December 8,2017 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed co their center TPUWTCA in BCSI,copies of which will be famished upon request. lines coincide with joint centerlines. 9.Diggs Indicate size of plate In Inches. MiTek USA,Ino./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 53 2-4=(0) 0 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-20) 88 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: 8.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -23/ 223V -30/ 83H 5.51" 0.36 KDDF ( 625) 1'- 10.9" -179/ 180V 0/ OH 1.50" 0.29 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 69V 0/ OH 5.50" 0.10 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (PROVIDE FULL BEARING;Jts:2,3,9I REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.000" @ 0'- -8.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 0'- -B.0" Allowed = 0.089" MAX TC PANEL LL DEFL = 0.003" @ 1'- 2.9" Allowed = 0.197" MAX TC PANEL TL DEFL = -0.008" @ 1'- 1.5" Allowed = 0.220" MAX BC PANEL LL DEFL = 0.007" @ 3'- 6.6" Allowed = 0.354" 1-11-11 ` MAX BC PANEL TL DEFL = -0.054" @ 4'- 4.8" Allowed = 0.972" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 12 MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" 12.00 7 Design conforms to main windforce-resisting system and components and cladding criteria. 3 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, Truss designed for wind loads in the plane of the truss only. N rjjIIIIIIIIIIIIIIIMIIIIMIIIIIIIIIIIIIIII- -/ Lo 0 1 M-3x9 b y 1 0-08 8-00 �eg.p PR0peet �,� NGINEF' /2* 89200PE r JOB NAME : ERT LOT 207 4-D MOD - J10019 . 45..a..... .sy Scale: 0.6032 WARNINGS: GENERAL NOTES, unless otherwise noted: O Cr 1.Builder and erection contractor should be advised of ell General Notes 1.This design is based only upon the parameters shown and Is for an indlldual 177 ",OREGON �[�, Truss: J1 and Wamings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown t. incorporation of component Is the responsibility of the building designer. Y ZOO 3.Additional temporary bracing to insure stablyty during construction 2.Design assumes the top and bottom chords to be lateralo braced et /� N the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'0.0.re ch as ly unless braced throughout their length by ,O T f continuous sheathing such as plywoodsheathing(TC)lurederestand/or tlrywall(BC). { DATE: 12/8/2017 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown v• FR RIO_Ly SEQ.: K4008971 4.No toed should be applied to any component until stem all bracing and 4. llationoftrusIsthe e are responsibility lityd tthnrespctliec nmconrment, fasteners are complete and at no time should any loads greater than Design assumes design bads be applied to any component. and are for"dry condition"of use. TRANS I D: LINK S.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes NII bearing at all supports shown.Shim or wedge if EXPIRES: 12- 1-2019 mceseery. L� fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. December e 8 2 7 6.This design is furnished subject to the limitations set forth by 6.Plates shall be Located on both faces of truss,and placed so their center TPIAN1CA in 8151,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sae of plate In Inches. MiTek USA,Inc./CorllpuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see EBR-1311,ESR-1988(MITek) f ' This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( O) 53 2-4= BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-89) 113 (0) 0 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. 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: 8.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" 0/ 309V -56/ 145H 5.50" 0.49 KDDF ( 625) 3'- 10.9" -202/ 183V 0/ OH 1.50" 0.29 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 72V 0/ LLOH 5.50" 0.12 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (PROVIDE FULL BEARING;Jts:2,3,4 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 3-11-11 MAX LL DEFL = -0.000" @ 0'- -8.0" Allowed = 0.067" A / MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" MAX LL DEFL = 0.00D" @ 0'- 0.0" Allowed = 0.178" 3 MAX BC PANEL LL DEFL = -0.026" @ 3'- 6.6" Allowed = 0.354" MAX TC PANEL TL DEFL = -0.046" @ 2'- 2.3" Allowed = 0.503" 12 MAX BC PANEL TL DEFL = -0.082" @ 4'- 1.9" Allowed = 0.472" 12.20 SEASONED LUMBER IN DRY SERVICE CONDITIONS V' MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" MAX HORIZ. TL DEFL = 0.001" @ 3'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), d' load duration factor=l.6, I Truss designed for wind loads o in the plane of the truss only. 41, (''' /- o N O M-3x4 )' l y 0-08 8-00 `,i,, DPROFFc::ss� Q.�444 4t- 9r JOB NAME : ERT LOT 207 4-D MOD - J2 • '. Scale: 0.5657 WARNINGS: GENERAL NOTES, unless otherwise noted: O /r 1.Builder and erection contractor should be advised ot all General Notes 1.This design S based only upon the parameters showsand Istoran individual 7 ",OREGON 40 Truss: J2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2K4 compression web bracing must be Installed where shown+. incorporation of component k the responsibility of Me building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords tobelaterallybroceda! 2:11\ o� P+� Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,O 14, (� T DATE: 12/8/2017 the overall structure Is the responsibility of the building designer. 3.continuous sheathing such as plywood ing(TC)anNor drywall(BC). 2x Impact bridging or lateral bracing required heatwhere shown++ R R I LN- SEQ. : K4008972 4.No load should be applied to any component until after all bracing and 4.Installation of truss la the responsiblityofthe respective contractor. fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design mads be applied to any component. and are for"dry condition"of use. S.CompuTrushas nocontrol over and assumes naresponsibility for the 6.Design assumes full bearing ataitsupports shown.Shlmorwedge if EXPIRES: 12-31-2019 necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. December 8,2017 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPVWfCA In BCS(,copies of which win be furnished upon request. lines coincide with joint center lines. B.Digits Indicate size of plate in inches. Mink USA,Ino./CornpuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-7888(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 KDDF 916BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 53 2-4=(0) 0 BC: 2x4 BODE #1&BTR SPACED 24.0" O.C. 2-3=(-14B) 154 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: 8.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -20/ 377V -88/ 208H 5.50" 0.60 KDDF ( 625) 5`- 10.9" -195/ 220V 0/ OH 1.50" 0.35 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 122V 0/ OH 5.50" 0.20 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 'PROVIDE FULL BEARING;Jts:2,3,4I LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 5-11-11 VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/160 f f MAX LL DEFL = -0.000" @ 0'- -8.0" Allowed - 0.067" 3 -1 MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed - 0.078" MAX TL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" 0 MAX TC PANEL LL DEFL = 0.249" @ 3'- 2.0" Allowed = 0.524" MAX BC PANEL TL DEFL = -0.192" @ 4'- 1.4" Allowed - 0.472" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX HORIZ. LL DEFL = -0.002" @ 5'- 10.9" 12.00 7 MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, Truss designed for wind loads I in the plane of the truss only. 0 ilo r'1 o f 0FAJIIMIMIMMIII.MIMIIMIIMIMMIMMIMIM-W- -i 0 M-3x9 0-08 8-00 ��e>.. 4NGINEF9 /0�9 92 0 JOB NAME : ERT LOT 207 4-D MOD - J3 Scale: 0.4694 WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual OREGON iv Truss: J3 and Warnings before construction commences. building component.Applicabilky of design parameters and proper tt 2.2t4 compression web bracing must be installed where shown«, Incorporationof component's the responsibility of the building designer. �� 3.Atltlkional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be lateralo braced at G'6 9 fr 1 A s O is the responsibility of erector.Additionalpermanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by M Y p ity o g continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 12/8/2017 the overall structure is the responsibikty of the building designer. 3.25 Impact bridging or lateral bracing required where shown•o R RIO, 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respecttve contractor. SEQ.: K 4 0 0 8 9 7 3 fasteners are complete and at no time should any loads greater Than 5.Design assumes trusses are to be used Ina non-corrosive environment TRANS I D: LINK design loads be applied to any component. De g^ssume hdicondition"ring at a. 5.CompuTrus has no control over and assumes no responsibility ibilit for the H.necessary. fullbearingalallsuppodeshown.Shimorwedgeif EXPIRES: 12-31-2019 spons Y fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. December$�2�.I 17 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/WTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate she of plate in inches. MiTek USA,Ino./CompuTras Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) , ' This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 53 2-5=(-167) 179 3-5=(-268) 256 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-262) 122 WEBS: 2x9 KDDF STAND 3-9=(-112) 77 LOADING . TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: -43/ 434V -118/ 276H 5.50" 0.70 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 9.7" -99/ 250V 0/ OH 5.50" 0.40 KDDF ( 625) 7'- 11.7" -80/ 109V 0/ OH 1.50" 0.18 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. (PROVIDE FULL BEARING;Jts:2,5,4I • BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP 'COND. 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 ` 7-11-11 MAX LL DEFL = -0.000" @ 0'- -B.0" Allowed = 0.067" 1' MAX TL DEFL = -0.001" @ 0'- -9.0" Allowed = 0.089" q MAX TC PANEL LL DEFL = 0.010" @ 6'- 3.8" Allowed = 0.329" ro MAX BC PANEL TL DEFL = -0.105" @ 4'- 1.6" Allowed = 0.472" SEASONED LUMBER IN DRY SERVICE CONDITIONS 1-- MAX HORIZ. LL DEFL - -0.003" @ 7'- 10.9" MAX BORIS. TL DEFL = -0.003" @ 7'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 7 t A 1\I L... , 0 5 -� * * * �(Q,Ep PROFFss 0-08 8-00 NGINFF9 /e 2 '� . . 89200PE 9r JOB NAME : ERT LOT 207 4-D MOD - J4 Scale: 0.3689 1111 WARNINGS: GENERAL NOTES, unless otherwise noted: O CC 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is far an Individual -9 .OREGON �4/ Truss: J4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be:St V tlwhere shown+, incorporation of component Is the responsibility of the building designer. �f 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at L4 '1 y 1 4 (10\ 0" Is the responsibility of the erector.Additional permanent bracing of Y o.c,and at 70'o.c.rs apectivety unless braced throughout their length by 7 (� DATE: 12/8/2017 the overall structure is the responsibility of buildingdesi continuous sheathing such as plywood required sheathing(TC)and/or drywag(BC). /lien P ty oa gner. 3.25 Impact bridging or lateral bracing where shown++ R 1 to� SEQ.: K 4 0 0 8 9 7 4 4.No load should be applied to any component until after all bracing and 4.Installation of truce Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID: LINK design loads be applied to any component, and are or"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the B.Design assumes NII bearing at all supports shown.Shim or wedge i( EXPIRES: 12-31-2019 fabrication,handlin hi ment and installation of com necessary. g's P PO"enle' 7.Design assumes adequate drainage is provided. December 8,2017 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIIWTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint centerlines. 9.Digits indicate see of plate In Inches. MrTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values sae ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg-1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2-( 0) 53 2-6=(-149) 172 3-6=(-264) 228 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-354) 122 WEBS: 2x4 KDDF STAND 3-4-(-322) 121 LOADING 4-5=(-159) 0 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 POE TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 8.0" 23.7" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -43/ 404V -137/ 381H 5.50" 0.65 KDDF ( 625) 7'- 9.7" -69/ 241V 0/ OH 5.50" 0.39 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.7" -321/ 403V 0/ OH 1.50" 0.52 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'PROVIDE FULL BEARING;Jts:2,6,4' 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. ' VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 9-11-11 MAX LL DEFL - -0.000" @ 0'- -8.0" Allowed = 0.067" Limmin 1 f MAX TL DEFL - -0.001" @ 0'- -8.0" Allowed = 0.089" 5 -/ MAX LL DEFL = -0.039" @ 9'- 11.7" Allowed - 0.197" MAX TL DEFL = -0.044" @ 9'- 11.7" Allowed - 0.263" MAX TC PANEL LL DEFL = 0.033" @ 2'- 2.0" Allowed - 0.365" MAX BC PANEL TL DEFL = -0.105" @ 4'- 1.6" Allowed - 0.472" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.007" @ 7'- 10.9" /1/1111 MAX HORIZ. TL DEFL = -0.007" @ 7'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-24.2ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. v 0 M0NAll16k....''' �0 o-oe e-oo y l 11-11 l �,� ��GINEF9 /029 89200PE • JOB NAME : ERT LOT 207 4-D MOD - J5 Scale: 0.3105 - WARNINGS: GENERAL NOTES, unless otherwise noted: I.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual L "f OREGON oto Truss: J5 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2z4 compression web bracing must be Installed where shown+. incorporation of component is the responsibility of the building designer. inst.1 3.Atldeional tem bracin to insure stebild Burin slmaion 2.Desion assumes the top and bottom chords to be laterally braced at /O q y '1 O porery g Y g con 2'0.and at ea 0.0.rsuch Maly unless braced throughout their length by 1 4 s is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). I/il DATE: 12/8/2017 the overall structure is the responsibility of the building designer. 3.2c Impact bridging or lateral bracing required where shown e c "•e' R I`\- SEQ.: K4 0 0 8 97 5 4.No load should be applied b any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS I D: LINK design loads be applied to any component. and are ssumesondbmn^a use.supports wedge 5.CompuTms has no control over and assumes no responsibility for the 6.necessary. lull bearing `°° da ahewn.Shim or wed EXPIRES: 12-31-2019 spoils Y ssary. p rGr�� 7 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. December V 5.This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPINJfCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. Muck USA,Ino./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 10.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -4) 66 5-6=(-229) 210 5-2=(-200) 129 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-232) 194 6-7=( 0) 0 2-6=(-165) 188 WEBS: 2x4 KDDF STAND 3-4=( -85) 40 3-6=(-304) 316 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 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 8.0" 0.0" 0'- 0.0" -33/ 159V -83/ 140H 5.50" 0.26 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 4.0" -151/ 383V 0/ OH 5.50" 0.57 KDDF ( 625) M-1.5x4 or equal at non-structural vertical members (son). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND- 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Unbalanced live loads have been VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 considered for this design. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.000" @ 0'- -8.0" Allowed = 0.067" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.000" @ 0'- -8.0" Allowed - 0.089" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed - 0.150" 2-08-04 2-01-12MAX TL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.200" f ,r / MAX TC PANEL LL DEFL = 0.014" @ 1'- 7.2" Allowed - 0.173" MAX TC PANEL TL DEFL = 0.016" @ 1'- 7.2" Allowed = 0.260" 12 4 SEASONED LUMBER IN DRY SERVICE CONDITIONS 9.00 17 MAX BORIS. LL DEFL - -0.001" @ 2'- 8.2" MAX HORIZ. TL DEFL = -0.001" @ 2'- 8.2" Design conforms to mainwindforce-resisting system and componentsand cladding criteria. M-1.5x3 Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, P co End vertical(s) are exposed to wind, 4 o Truss designed for wind loads Nin the plane of the truss only. ot c M-3x9 2 f e� h- o0 1 Er M-1.5x3 M-3x4 J, ,6 b 2-06-08 2-03-08 b 1 b 3-04 1-06 J' y y 0-08 4-10 ���'�� PROFFss �r- �NGINEFR /�2 :9200PE 9r JOB NAME : ERT LOT 207 4-D MOD - P1 / /5f/ Scale: 0.4780 SII.. WARNINGS: GENERAL NOTES, unless otherwisenoted: O Q^' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual -7, 4,1 OREGON s•Jo Truss: 01 and Warnings before construction commences. building component.Applicability of design parameters and properts„ 2.244 compression web bracing must be installed where shown r, Incorporation of component Is the responsibility of No building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at /O 9Y y A 20,,,A)7.1" Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout)heir length by 1 Y's DATE: 12/8/2017 the overall structure is the responsibility f the bail deai continuous sheathing such as plywood sheathing(TC)and/or tlrywell(BC). V p ty o g designer. 3.2x Impact bridging or lateral bracing required where shown a e ��'1 SEQ.: K4 0 0 8 9 7 6 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 1� fasteners are complete and al no time should any loads greater man 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS I D: LINK deign loads be applied to any verasdcomponent. Desiand gn assumes condition":get of e. S CompuTrushas nocontrol overandassumes noresponsibility for the 6.DB g assumesNllbeedngetallsuppodsshown.Shimorwetlgeif EXPIRES: 12-31-2019 Y. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate is provided.eDecember 8,20 17 17 6.This design is furnished subject to the limitations set forth by 8.Plates shall be locatedd oron both faces of truss,and placed so their center TPIANTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate see of plate In Inches. MiTek LISA,Ino./CompuTras Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by • Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 10.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg-1.00 • TC: 2x9 KDDF 141&BTR LOAD DURATION INCREASE = 1.15 1-2=( -4) 66 5-6=(-229) 210 5-2=(-200) 129 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-232) 194 6-7=( 0) 0 2-6=(-165) 188 WEBS: 2x4 KDDF STAND 3-4=( -85) 40 3-6=(-304) 316 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 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 8.0" 0.0" 0'- 0.0" -33/ 159V -83/ 140H 5.50" 0.26 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 4.0" -151/ 383V 0/ OH 5.50" 0.57 KDDF ( 625) Unbalanced live loads have been LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL considered for this design. COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ) I REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.000" @ 0'- -8.0" Allowed = 0.067" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.000" @ 0'- -8.0" Allowed = 0.089" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.150" 2-08-04 2-01-12 MAX TL DEFL - 0.000" @ 0'- 0.0" Allowed = 0.200" f ` ` MAX TC PANEL LL DEFL = 0.014" @ 1'- 7.2" Allowed = 0.173" MAX TC PANEL TL DEFL = 0.016" @ 1'- 7.2" Allowed = 0.260" 12 4 SEASONED LUMBER IN DRY SERVICE CONDITIONS 9.00 MAX HORIZ. LL DEFL = -0.001" @ 2'- 8.2" MAX HORIZ. TL DEFL = -0.001" @ 2'- 8.2" Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) areexposed to wind, 1 o Truss designed forwind loads Nin the plane of the truss only. 0 1 M-3x9 2 o ,,,, 0 M-1.5x3 M-3x4 l l 1' 2-06-08 2-03-08 J. b 1. 3-09 1-06 *0=08 .1' y 9-10 'c<��D PROF `ScS' �,:�5 �NGINE<c'7 /o29r ,....'..89200 P E JOB NAME : ERT LOT 207 4-D MOD - P2 Scale: 0.9780 j;iP • . WARNINGS: GENERAL NOTES, unless otherwise noted: IP 4 7.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual -9 OREGON to Truss: P2 and Warnings before construction commences. building component.Applicability of design parameters and proper t 2.2x4 compression web bracing must be Installed where shown+. incorporation of component is the responsibility of the building designer. �� 3.Additional temporary bating to insure stability during construction 2. ins 2.Design assumes the top and bottom chords to be laterally braced at 4 is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10.o.c.respectNely unless braced throughout their length by /O -T f O DATE: 12/8/2017 the overall structure Is the responsibility of building designer. continuous sheathing such as plywood sheathing(TC)and/or tlrywell(BC). p ty o g g 3.2x Impact bridging or lateral bracing required where shown++ �� �� SE K4 0 0 8 9 7 7 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. Q' fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, design bads be applied to any component. and are for"dry condition.of use. TRANS ID: LINK 5.CompuTrushas no ontroloverentlassumesnarespondbiltyforihe R Design assumes full bearing at mi supports shove.Shim or wedge if EXPIRES: 12-31-2019 awry. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design Is furnished subject to the limitations set forth by g.Plates shag be located on both faces of truss,and pieced so their center December 8,2017 TPI/WrCA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. B.Digits indicate sbe of plate In Inches. MiTek USA,IncJCompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #141816 LOAD DURATION INCREASE = 1.15 1-2=(-11) 53 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-57) 51 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: 8.0" 0.0" TOTAL LOAD= 42.0 PSF 0'- 0.0" -29/ 228V -30/ 83H 5.50" 0.36 KDDF ( 625) 1'- 9.2" -11/ 18V 0/ OH 5.50" 0.03 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -41/ 49V 0/ LLOH 1.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL IeROVIDE FULL BEARING;Jts:2,9,31 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 107SF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.001" @ 0'- -8.0" Allowed = 0.067" T '1 MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed - 0.089" MAX TC PANEL LL DEFL = -0.002" @ 1'- 2.9" Allowed = 0.147" 12 MAX TC PANEL TL DEFL = -0.003" @ 1'- 2.9" Allowed - 0.220" 12.00 SEASONED LUMBER IN DRY SERVICE CONDITIONS 7 MAX HORIZ. LL DEFL - -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 3 -/ Design conforms to main indforce-resisting system and componentsand cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, V (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ' load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 m /- o w) Flij 0 1 M-3x4 b 1 1 0-08 2-00 't� °9,� PROrk• �C. �NGINEF9 /0 ct '920 9r JOB NAME : ERT LOT 207 4-D MOD - SJl Scale: 0.6809 / WARNINGS: GENERAL NOTES, unless otherwise noted: O CC 1.Builder and erection contractor should be advised of all General Notes t.This design is based only upon the parameters shown end Is for an individual '9G "„OREGON D� , CJ Truss: SJl and Warnings before construction commences. building component.Applicabllky of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. �f 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chards to be laterally braced at /O -7 Y y A eO v� Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 1 moi' w DATE: 12/8/2017 the overall structure Is the res onslbill of buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). NV P b" g 3.2x Impact bridging or lateral bracing required where shown++ FR R{O- SEQ.: K4 0 0 8 97 8 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 1 fasteners are complete and et no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are kr'dry hdi bearing use. 5.CnmpuTrus has no control over and assumes no responsibility for the H.necessary. assumes full bearing at a0 supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling, ry I.� p .I edisujec to teslmitaihanscomprtheyts. 7.Plates assumesadequateon both face is provided. December 8,2017 6.This design Is furnished subject to the limitations sal forth by e.Platen shell be located on both faces of truss,and placed so their center TPITATCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Ones. 9.Digits indicate size of plate in inches. MiTek USA,Inn./CompuTros Software 7.6.8(1 L)-E 10.For boon connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 53 2-9=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-109) 94 TC LATERAL SUPPORT <= 12"OC. DON. 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: 8.0" 0.0" TOTAL LOAD = 42.0 NSF Cl'- 0.0" -31/ 252V -58/ 195H 5.50" 0.90 KDDF ( 625) 1'- 9.2" -25/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -87/ 109V 0/ OH 1.50" 0.17 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'PROVIDE FULL BEARING;Jt.s:2,4,3' REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.000" @ 0'- -B.0" Allowed = 0.067" 3 MAX TL DEFL - -0.001" @ 0'- -8.0" Allowed = 0.089" MAX BC PANEL LL DEFL - 0.003" @ 1'- 0.1" Allowed = 0.059" 12 MAX BC PANEL TL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.072" 12.00P7 1 SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=21.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, ,,y Truss designed for wind loads d, in the plane of the truss only. 0 M /- o O N o 1 M-3x4 1 y 1 b 0-08 2-00 1-11-11 ���Ep PROFFss �,� �NGINEFR /O'9 89200PC �' JOB NAME : ERT LOT 207 4-D MOD - SJ2 Scale: 0.5919 ! WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is tor an individual OREGON t,, to Truss: S J2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be mstalied where shown+. incorporation of component lathe responsibilitydto of the building designer. 0A:0-- I � 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords be laterally braced at d Is the responsibility of the erector.Additional permanent bracing of 2 o.c.and at 10'o.c.respectively unless braced throughout their length by /O M T f 2.0 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 12/B/2017 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown•i RRI O- S E Q.: K4 0 0 8 9 7 9 4.No load should be applied to any component until after all bracing and 4.S.Installation of truss Is Is thhe are to be ullsad tity of thea respecriosivee envirove recto^�ent fasteners ere complete and at no time should any mads greater than Design assumes design moat be applied to any component. and are for%Icy condition'of use. TRANS I D: LINK 5.CompuT us has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 necessary. fabdcatmn,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. December 8,20 17 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on bath faces of truss,and placed so their center TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate sae of plate in Inches. MiTek USA,Ino.(CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) v. This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 53 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-167) 136 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 8.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -24/ 237V -86/ 208H 5.50" 0.38 KDDF ( 625) 1'- 9.2" -109/ 17EV 0/ OH 5.50" 0.28 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -129/ 166V 0/ OH 1.50" 0.27 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'PROVIDE FULL BEARING;Jts:2,4,3I REQUIREMENTS OF INC 2015 AND IRC 2015 NOT BEING MET. 'C OND. 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 = -0.000" @ 0'- -8.0" Allowed = 0.067" 3 MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" MAX BC PANEL LL DEFL = 0.006" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = 0.006" @ 1'- 0.1" Allowed = 0.072" �) SEASONED LUMBER IN DRY SERVICE CONDITIONS (' MAX HORIZ. LL DEFL = -0.002" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.9" 12 12.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 io o /- i o NE 4�� 0 M-3x9 1 l * 1 <c�Ep PROFF0 0-O8 2-00 3-11-11 NGINEFR /�2:9200PE Jr,. JOB NAME : ERT LOT 207 4-D MOD - SJ3 AP,000500.--.• Scale: 0.4686 •�..•• WARNINGS: GENERAL NOTES, unless otherwise noted: ti 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an IndNidual OREGONti, Jo o Truss: S J3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown 5. Incorporation of component is the responsibility of the building designer. AA �� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced at L/0• 9fr 1 A e O Is the responsibility of the erector.Additional l bracingof Y o..and at 10'o.c.rsapectNely unless braced throughout their length by M `1' p 8y permanent continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 12/8/2017 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ R RIO,1 L�- 4.No load should be applied to any component until alter all bracing and 4.Installation of truss Is the responsibility of the respectNe contractor. SEQ. : K4 0 0 8 9 8 0 fasteners are complete and at no dee should any loads greater than S.Design assumes trusses are to be used In a non-corrosive e e imnmem. TRANS ID: LINK design loads be applied to any component. Design assumes ssmes condition"blo�'n at a. 5.CompuTrus has no control over and assumes no responsibility for the 6.Dee fullbeerinBalallcupportashown.5himorwetlgeif EXPIRES: 12-31-2019 necessary.fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. December p 8,20 1 17 6.This design is Nmished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIANICA in BC51,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E In.For basic connector plate design values see E5R-1311,ESR-1988(MRek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 REDO #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-11) 53 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-57) 51 TC LATERAL SUPPORT <= 12"00. UON. LOADING BC LATERAL SUPPORT 6= 12"00. 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: 8.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -29/ 228V -30/ 83H 5.50" 0.36 KDDF ( 625) 1'- 9.2" -11/ 18V 0/ OH 5.50" 0.03 KDDF ( 625) LL = 25 POE Ground Snow (Pg) 1'- 11.7" -41/ 49V 0/ OH 1.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. PROVIDE FULL BEARING;Sts:2,9,3 ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'- -8.0" Allowed = 0.067" f f MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" MAX TC PANEL LL DEFL = -0.002" @ 1'- 2.9" Allowed = 0.147" 12 MAX TC PANEL TL DEFL = -0.003" @ 1'- 2.9" Allowed = 0.220" 12.00 SEASONED LUMBER IN DRY SERVICE CONDITIONS 7 MAX BORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 3 Design conforms to main windforce-resisting system and components and cladding criteria. I Wind: 140 mph, h=20.2ft, TCDL=4.2,900L=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 111119/1-1114111: load duration factor=1.6r Truss designed for wind loads in the plane of the truss only. o N O 1 N 1 M-3x4 1 l 1 0-08 2-00 . 89200PE r JOB NAME : ERT LOT 207 4-D MOD - SJ4 Scale: 0.6809 ��_ WARNINGS: GENERAL NOTES, unless otherwise noted: O Cr 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual -7G if OREGON A. Truss: S J4 and Warnings before construction commences. building component Applicability of design parameters and proper 2.244 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom brads o be laterally braced at /O 9Y 14, 2-O �� Is the responsibility of the erector.Additions:permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by w continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). NV DATE: 12/8/2017 the overall s<roaure lathe responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �R 1�� SEQ.: K 4 0 0 8 9 81 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. �l fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID• LINK design loads be applied to any component. and are or.dry condition.erase. 5.CompuTrus has no control over and assumes no responsibility for the 8.necessary. assumes full bearing al al supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling,shipmentponen uto heslmation of components. 7.Designlatesassumes adequateon both Noe is provided. December 8,2017 6.This design is furnished subject to the limitations set forth by 0.Plates shell be located on both/aces of truss,and placed so their center TPI W1 CA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate she of plate in inches. MITek USA,Ino./CompoTres Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MtTek) ,w A. • • This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-109) 95 1-3=(0) 0 BC: 2x4 KDDF 416BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BEG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 POE' 0'- 0.0" -27/ 128V -53/ 114H 5.50" 0.21 RIDE ( 625) TOTAL LOAD= 42.0 PSF 1'- 9.2" -44/ 83V 0/ OH 5.50" 0.13 KDDF ( 625) 3'- 11.7" -89/ 111V 0/ OH 1.50" 0.18 KDDF ( 625) LL = 25 PSI'Ground Snow (Pg) [PROVIDE FULL BEARING;Jts:1,3,21 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX BC PANEL LL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.059" MAX BC PANEL TL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.072" 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 2 -/ 12.00 MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9" '' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. ti c oa M f- O N OP211.1111111111.-- 0 l0 1�� 3111.-- 1.1 M-3x9 ; b l 2-00 1-11-11 c.'..ei�° PR°FFss ctr ,.....89200PE r JOB NAME : ERT LOT 207 4-D MOD - SJ5 - Scale: 0.5868 jL.- � WARNINGS: GENERAL NOTES, unless otherwise noted: IIS Cr 1.Builder and erection contractor should beadvised ofall General Notes 1.This design is based only upon the parameters shown and is for anindNidual yL OREGON �� Truss: SJ5 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2a4 compression web bracing must be installed where shown+. incorporation of component Is the responsibility of the building designer. 2.O �� 3.2v4 conal temporary bracing to insure installe during construction 2.Design assumes the top and bottom chortle to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /O s DATE: 12/8/2017 the overall structure lathe responsibility rine building deal lap continuous sheathing suchteras plywoodsheathing(TC)requiredshown erywan(Bq. p ty o g gner. 3.Sr2z Impact bridging or lateral bracing where shown++ Fili R R 1 L�- SEQ.: K4 0 0 8 9 8 2 4.No load should be applied to any o time component until isafter all bracing and 00.Installation of truss sshe responsibility be u®sed of the a non-corrosive environment, fasteners are complete and at no time should any loads greater than Design assumes are TRANS ID: LINK design loads be applied to any component. B.Design areror••dry rdlti errorutaileu supports r 5.CompuTrus has no control over and assumes no responsibilinecty tor the s=�m°° g° p� wedge EXPIRES: 12-31-2019 p fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. December 8,20 17 B.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and faced so their center TPINJZCA In BCS[,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CotnpuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 9'— 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. 1 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=22.3ft, TCDL=9.2,BCDL-6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Unbalanced live loads have been TOTAL LOAD = 92.0 PSF load duration factor=l.6, considered for this design. Truss designed for wind loads LL = 25 POP Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. SHEATHING BY OTHERS TO ONE FACE FOR ENTIRE SPAN. 4-06 4-06 T T f 12 12 IIM-4x4 12.00 7 2 'N 12.00 /IMI f _, 0 i gill 111111 0 0 I I N r6 9 5 y 1-00 y 9-00 y 1-00 y ���E� PROFFss C,#� oGINEFi /e2 `r; :9200P 9 JOB NAME : ERT LOT 207 4-D MOD - XGE j: . �� Scale: 0.9260 �� .11 WARNINGS: GENERAL NOTES, unless otherwise noted: O [�"' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual -7L ",OREGON it./ Truss: XGE and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. �f 3.Addkional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �O �7 1 A 2 0" is the responsibility of the erector.Additional permanent bracing of �^ and at 70'o.c.respectively unless braced throughout their length by 1 Y a w DATE: 12/8/2017 Me overall structure is the responsibility of building designer. continuous sheathing each as plywood shaalhing(TC)and/ortlrywell(BC). lVh P N o g g 3.2x Impact bridging or lateral bracing required where shown++ ��R 1\ ` SEQ.: K4 0 0 8 9 8 3 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ` 1�v fasteners are complete and al no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK Coepmaasa appliedcontrol any and assumes and are for NlIben"ogees. 5.CompuTrus has noconlroloverandasnumeanoresponsibility for the 8.Deecale8n�assumeslullbearingeta0supporisshown.Shlmorwetlgeif EXPIRES: 12-31-2019 fabrication,handling, ry. 1,� .I edlsmeectc the liaon of components. T.Design be onaothifceio provided. December 8,2017 6.This design is furnished subject to the limitations set forth by e.Plates shell be located on both faces of truss,and placed so their center TPIPW1CA in SCSI,copies of which will be furnished upon request. lines coincide with joint centerlines, 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(10-E 10.For basic connector plate design values see ESR-1311,ESR-1968(MiTek) • Ar. Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 13i" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 4 I (Drawings not to scale) offsets are indicated. Damage or Personal Injury rain! Dimensions are in ft-in-sixteenths. •4 Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI. TOP CHORDS 1.11113E11.11.111111111111112. Truss bracing must be designed by an engineer.For 0'1/16 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I p bracing should be considered. .MINIE ■_ O2 O= 3. Never exceed the design loading shown and never Oa k � a stack materials on inadequately braced trusses. H 0 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c-8 c6-7 C5-6designer,erection supervisor,property owner and plates 0- ' €1'from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that / Indicated by symbol shown and/or SYR represents values as published specified. bytext in the bracingsection of the by AWC inthe C2approve12d/new NDS SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. I Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. 41=10 reaction section indicates joint - number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing INonly. _143, project engineer before use.18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: ANSI/TP11: National Design Specification for Metal 19.Review all portions of this design(front,back,words and pictures)before use.Reviewing pictures alone Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, F\,1 iTe ks 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 s