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Plans (329) MS;C'au-A - wat.st 1 lQ S-13 c6vLTh MiTek° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-32 MAINOW Fax 916/676-1909 POLYGON The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by Pacific Lumber & Truss Co.. Pages or sheets covered by this seal: R44048196 thru R44048203 My license renewal date for the state of Oregon is June 30,2015. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. P R 0/46,,3' 87022PE cn SOREGON r7'Q 4Z AT .MBER \N 0,9 A. HE?' EXPIRES:06/30/2015 March 18,2015 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. Job Truss Truss Type Qty Ply POLYGON R44048198 - PL15-32MAINOW F01 Floor 10 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Mar 18 10:59:13 2015 Page 1 I D:ivpMQj6GkNOG M21M W RLN M Ez0u9e-fidD9iLcnsUTJP_idyeBwGN VGsAKhuj HxoY5ZdzZhmC 1 1-0-0 1 I 1-2-0 I I Seale=1:37.2 3x4= 4x4= 3x4= 3x4= 3x4= 3x4 - 3x4= 3x4 = 3x6 FP= 3x4= 4x4 = 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 ?/-\ _ a o_ / o / o e o a \ s q e e .:- , 36 35 34 33 32 31 30 29 28 27 26 25 24 3x4= 4x5= 3x6 FP= 3x5 = 3x5= 3x5= 3x4- 3x4= 3x5= 3x5 = 4x5= 3x4= 1.5x3 SP= 3x5= 13.6-0 1 12-4-0 1-11-q I 21-9-12 I 12-4-0 7-0 7-0 8-3-12 Plate Offsets/X Y� 128.0-1-8 Ede] 179:0-1-8 Edge] LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.39 29-30 >670 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.77 Vert(TL) -0.61 29-30 >429 360 BCLL 0.0 Rep Stress Incr YES WB 0.49 Horz(TL) 0.09 24 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:110 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) 24=795/0-4-4 (min.0-1-8),36=795/0-4-8 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1463/0,3-4=1463/0,4-5=-2603/0,5-6=2603/0,6-7=-3427/0,7-8=3427/0, 8-9=-3932/0,9-10=3932/0,10.11=-4130/0,11-12=4130/0,12-13=3968/0, 13-14=3968/0,14-15=3968/0,15-16=3422/0,16-17=3422/0,17-18=2605/0, 18-19=2605/0,19-20=2605/0,20-21=1463/0,21-22=1463/0 BOT CHORD 35-36=0/773,34-35=0/2071,33-34=0/3052,32-33=0/3052,31-32=0/3717,30-31=0/4070, 29-30=014084,28-29=0/3968,27-28=0/3721,26-27=0/3048,25-26=0/2072,24-25=0/773 WEBS 13-29=114/284,14-28=-341/0,2-36=-1082/0,2-35=0/967,4-35=-850/0,4-34=0/745, 6-34=-630/0,6-32=0/525,8-32=406/0,8-31=0/301,12-29=-454/159,22-24=1082/0, 22-25=0/967,20-25=-852/0,20-26=0/747,17-26=620/0,17-27=0/523,15-27=-447/0, 15-28=0/585 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4)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 ,k),cO PR OFe,c, attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard �NC? EF19` °'1- �z 87O22P, 91' , I � - -0), OR -GON c, O 40 - c'41r.'S . \ n. `- ,4 Hee EXPIRES:06/30/2015 March 18,2015 WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. 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 MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding Mi ek` fabrication,quality control,storage.delivery,erection and bracing,consult ANSI/TPIl Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Informalion avatable from Truss Plate Institute,781 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Suite 109 Conic Height,CA gam n Job Truss Truss Type Qty Ply POLYGON R44048197 PL15-32 MAINOW F02 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 M7ek Industries,Inc.WedMar18 10:59:14 2015 Page 1 ID:ivpMQj6GkNOGM21MwRLNMEzou9e-7vBbM2MEYAcKwZZvAf9QSTweYFYbQLFQARIe64zZhmB I 2-6-0 I I 1-9-12 I I 1-2-0 1 1 1-5-0 Scale=1:26.4 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 3x4 = 1.5x3 II 1 2 3 4 5 6 7 8 e e__,N i li, 9N e e 7 e 1 13 12 11 10 9 3x4= 3x6= 3x6= 1.5x3 II 1.5x3 I I 3x4= 13-5-12 I 12-3-12 112-10-121 1 15-1-12 1 12-3-12 0-7-0 0-7-0 1-8-0 Plate Offsets(X Y)— [610-1-8 Edge].[7:0-1-8.Edge] LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.52 Vert(LL) -0.16 11-12 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.64 Vert(TL) -0.24 11-12 >743 360 BCLL 0.0 Rep Stress Incr YES WB 0.47 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:68 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) 14=551/0-4-4 (min.0-1-8),9=551/Mechanical FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1822/0,3-4=-1822/0,4-5=1793/0,5-6=-1793/0,6-7=-989/0 BOT CHORD 13-14=0/1147,12-13=0/2003,11-12=0/989,10-11=0/989,9-10=0/989 WEBS 6-11=-265/0,7-10=0/294,2-14=-1238/0,2-13=0/728,6-12=0/929,7-9=-1194/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard <<''.‘\- SS: PROi c\� � Gw� spa 8 • 2PE �c 7 "Cj, OREGO ti*a</ '�p�4IB ER I' z� A. He EXPIRES:06/30/2015 March 18,2015 issa. Fl...4 ., xP " ", ` e'.4 4 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MI1-7473 rev.02/16/2015 BEFORE USE. �� Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. � Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown x is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibitify of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding ITek. fabrication,quality control storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify Criteria,DSI-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria.VA 22314. suite 109 Come Heights r'A 95R111 Job Truss Truss Type Qty Ply POLYGON R44048198 PL15-32_MAINOW F03 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co.. Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Mar 18 10:59:14 2015 Page 1 ID:ivpMQj6GkNOGM21MwRLNM Ezou9e-7vBbM2MEYAcKwZZvAf9QSTwgCFckQPgQARIe64zZhm B I 2-3-0 1 1 1-2-0 1 10- 1 2-6-0 I Scale=1:20.8 1.5x3 II 3x4= 1.5x3 113x4 = 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 • ° = Ili '- — — N e e 12 11 10 9 3x4= 1.5x3 II 3x4= 3x6= 3x4= I 2-6-0 1 3-1-01 3-8-0 31918 11-11-12 I 2-6-0 0-7-0 0-7-0 0-1-8 8-2-4 Plate Offsets(X.Y)— [2:0-1-8.Edge] [10:0-1-8.Edge] LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.41 Vert(LL) -0.09 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.37 Vert(TL) -0.14 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(fL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:54 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=435/Mechanical,8=435/0-4-4 (min.0-1-8) FORCES, (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-916/0,3-4=-916/0,4-5=1260/0,5-6=-1260/0 BOT CHORD 11-12=0/916,10-11=0/916,9-10=0/1126,8-9=0/867 WEBS 3-10=0/386,2-12=-1000/0,6-8=-936/0,6-9=0/423,4-10=530/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard GINE- , Cn 2�t t87022PC ty y -0� OREG N (15)O� '12c, $'4,430:1 .0,t ©es ` A. HERS EXPIRES:06/30/2015 March 18,2015 WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M11-7473 rev.02/16/2015 BEFORE USE. Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. �. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown T }� 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 1[P1i fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify Criteria,DSB-89 and BCS1 Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Cltme Height,CA 95610 Job Truss Truss Type Qty Ply POLYGON R44048199 PL15-32_MAINOW F04 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 S Jul 11 2014 MiTek Industries,Inc.Wed Mar 18 10:59:15 2015 Page 1 ID:ivpMQj6GkNOGM21MwRLNMEzou9e-b51zaONsJTkAYj85kMgf?hSi6fOZ9vtaP51 CeWzZhmA I 2-0-12 I 1 3x4= 5 2 1.5x3 II Scale=1:8.8 0 N N S Z K KK h 4 3 1.5x3 II 3x4= I 2-3-12 2-3-12 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.98 Vert(LL) 0.00 4 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.00 3-4 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:12 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2,0E(flat) TOP CHORD Structural wood sheathing directly applied or 2-3-12 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=385/Mechanical,3=252/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-4=-380/0 NOTES- 1)Refer to girder(s)for truss to truss connections. 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)517 lb down at 0-10-8 on top chord. The design/selection of such connection device(s)is the responsibility of others. 5)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:3-4=-5,1-2=50 Concentrated Loads(Ib) Vert:5=-517(F) ,�(-t'`�4 PR O LSA' -44 87022PE 91' 9 A), OREGSN cp ,..,4/ oSA. Na\',P EXPIRES:06130/2015 March 18,2015 t 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. Design valid for use only with Milek connectors.This design is based only upon parameters shown,and is for an individual building component. 1t 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 A B� � * erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding M. fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria.005-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 nuns Heights,CA 95F111 Job Truss Truss Type Qty Ply POLYGON R44048200 PL15-32_MAINOW F05 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Mar 18 10:59:17 2015 Page 1 V-131-1.2.0-PO4) ID:ivpM0j6GkNOGM2IMwRLNMEzou9e-XUsj?406r5_un1 HUsni746YD9TbVdgwtsPWIiOzZhm8 11-0-0 1 scale=1:37.3 3x4= 3x4 I I 4x4= 4x4= 3x4= 3x4= 4x4= 3x4= 3x4= 3x6 FP= 3x4= 3x5= 3x4 1I 1 2 3 4 375 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 N / ,\ e / ,\ / N-" e/,\/ •N /•Ng/• !eI '\ r N. � 36 35 34 33 32 31 30 29 28 27 26 25 24 3x6= 4x6= 4x5=3x6 FP=3x5= 3x4= 4x4= 3x5= 3x5= 3x5= 3x5= 3x6= 3x6= 3x5 SP= I 21-9-12 I 21-9-17 Plate Offsets(X.Y)- [1:Edge 0-1-8].[30'0-1-8.Edge].[31.0-1-8 Edge] LOADING(psf) SPACING- 1-0-0 CSL DEFL. in (loc) Udefl lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.30 Vert(LL) -0.36 29 >722 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.50 Vert(TL) -0.56 29-30 >459 360 BCLL 0.0 Rep Stress Ina NO WB 0.61 Horz(TL) 0.08 24 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:112 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 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 36=931/0-5-8 (min.0-1-8),24=720/0-5-8 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1823/0,3.4=1823/0,4-37=-3326/0,537=3326/0,5-6=-3326/0,6-7=-4391/0, 7-8=4391/0,8-9=-4493/0,9-10=4493/0,10-11=4493/0,11-12=4354/0, 12-13=4354/0,13-14=3968/0,14-15=3968/0,15-16=3344/0,16-17=3344/0, 17-18=2482/0,18-19=2482/0,19-20=2482/0,20-21=1384/0,21-22=1384/0 BOT CHORD 35-36=0/971,3435=0/2621,33-34=0/3886,32-33=0/3886,31-32=0/4480,30-31=0/4493, 29-30=0/4459,28-29=0/4189,27-28=0/3684,26-27=0/2941,25-26=0/1962,24-25=0/744 WEBS 10-30=311/14,2-36=1323/0,2-35=0/1193,4-35=1118/0,4-34=0/987,6-34=-785/0, 6-32=0/707,7-32=-398/0,831=276/131,22-24=-1015/0,22-25=0/896,20-25=-809/0, 20-26=0/729,17-26=-643/0,17-27=0/564,15-27=-477/0,15-28=0/398,13-28=-323/0, 13-29=0/309,11-29=-323/0,11-30=-31/434 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4)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 Rc) PR Q attached to walls at their outer ends or restrained by other means. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)124 lb down at 4-1-8,and 380 lb �C GINE s/ down at 6-6-0 on top chord. The design/selection of such connection device(s)is the responsibility of others. C. 1' 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 870 2PE 17 LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(pif) NN R �.OT OREGO /ti lU1 Vert:24-36=5,1-23=50 ConcentratedVert 7=360(B)37'-104(B) r .s`l \\ �' , E�{ V EXPIRES:06/30/2015 March 18,2015 i WARNING-Verify design parameter and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII.7473,an 02/16/2015 BEFORE USE Design valid for use only with Mick connectors.This design is based only upon parameters shown,and is for an individual building component. till 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 Milek.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 QuaBy Criteria,DS$-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 r:anic Heights CA 55010 Job Truss Truss Type Qty Ply POLYGON R44048201 PL15-32_MAINOW F06 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Mar 18 10:59:18 2015 Page 1 I D:ivpMQj6GkNOGM21 MwRLN MEzou9e-?gQ6CQPIc061PBsgPVDMdJ4Ntt2FMGd053GsFrzZhm7 2-0-12 1 3x4= 5 2 1.5x3 II Scale=1:8.8 0 0 S } } KK /6 4 3 1.5x3 II 3x4= 2-3-12 2-3-12 LOADING(ps() SPACING- 1-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.37 Vert(LL) 0.00 4 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.00 3-4 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:12 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(tlat) TOP CHORD Structural wood sheathing directly applied or 2-3-12 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 4=99/Mechanical,3=129/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Refer to girder(s)for truss to truss connections. 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)108 lb down at 1-5-8 on top chord. The design/selection of such connection device(s)is the responsibility of others. 5)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:3-4=-5,1-2=50 Concentrated Loads(Ib) Vert:5=108(F) 5GfN F ja29 870 2PE f C to cc,'�, OREGON cp 1.1 1, ` SER �� 4 4. H R EXPIRES:06/30/2015 March 18,2015 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. 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 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/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Informalon available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. suite 109 r,itmc Heights r'A WOrn Job Truss Truss Type Qty Ply POLYGON R44040202 PL15-32_MAINOW F07 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.53Ds Jul 11 2014 MiTek Industries,Inc.Wed Mar 18 10:59:18 2015 Page 1 ID:ivpMQj6GkNOGM21MwRLNMEzou9e-?gQ6CQPIc061PBsgPVDMdJ4QKt1 HMGz053GsFrzZhm7 1 1-2-12 2-6-0 1 1.5x3 II 2 3x4 = 3 1.5x3 II Scale=1:8.7 111 Mpg( 0 5 3x4= 3x4 = 1-81 3-11-12 1-8 3-10-4 LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.15 Vert(LL) 0.00 5 ""' 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.08 Vert(TL) -0.03 4-5 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:19 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-11-12 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=141/0-4-4 (min.0-1-8),5=141/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Refer to girder(s)for truss to truss connections. 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 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 co t4G 8 • 2 P E /9 Cr) -y 4),),, OREGO e Q 0U/ 8ER \� A. tca EXPIRES:06/30/2015 March 18,2015 6 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/162015 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. �+ 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 Al erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding i Vi fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Informaion available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 nitros Heights C'S 95atf1 Job Truss Truss Type Qty Ply POLYGON R44048203 PL15-32_MAINOW F10 FLOOR GIRDER 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Mar 18 10:59:20 2015 Page 1 ID:ivpMQj6GkNOGM21MwRLN MEzou9e-x3Ysd5Q?8ONTeUO3XwGgikAnbgkPg9PJYNIzJjzZhm5 11-o-0 i D--1 1-2-0 11 °i Scale=1:36.9 4x4= 1.5x3 II 1.5x3 II 1.5x3 I I 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 3x6 FP= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 ♦.. • 6• •.•i•..._._ii • i••i•••i• • •••i^i• #- 1 36 35 34 33 32 31 30 29 28 27 26 25 24 3x6— 3x5— 3x6 FP— 3x5= 3x5= 3x5— 4x4— 3x5= 3x5— 3x5 — 3x6= 3x5= 21-9-12 21-9-12 Plate Offsets(X Y)— [1'Edge 0-1-8].[28:0-1-8.E•ge] [29'0-1-8.Edge] LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.03 Vert(LL) 0.00 25 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.03 Vert(TL) -0.00 24-25 >999 360 BCLL 0.0 Rep Stress Ina NO WB 0.11 Horz(TL) 0.00 24 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:112 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 6-0-0 oc bracing. REACTIONS. All bearings 21-9-12. (Ib)- Max Uplift All uplift 100 lb or less at joint(s)30 except 36=-142(LC 6),29=179(LC 7),28=182(LC 6),24=-142(LC 7) Max Gray All reactions 250 lb or less at joint(s)36,29,28,35,34,32,31,30,24,24,25,26 except 27=359(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 10-31=253/236,10-30=-252/237,12-30=-286/281,16-27=289/0,15-27=-297/287 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 6)This truss has been designed for a total drag load of 150 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 21-9-12 for 150.0 plf. 7)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. PR 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)219 lb down at 15-3-8,and 66 lb � �`ScS' down at 17-8-0 on top chord. The design/selection of such connection device(s)is the responsibility of others. ‹Gj AG ,? '70 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ,G7� 2 5� LOAD CASE(S) Standard 7022P f 1` 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:24-36=-7,1-23=67 i ty Concentrated Loads(Ib) . , <C‘� ,_ © �N Vert:19=66(B)16=-219(B) -7 >� 7 Cn 418 ER 4 ©`a S A. HER EXPIRES:06130/2015 March 18,2015 t s WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/162015 BEFORE USE. Design valid for use only with Mack 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 lid 1 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IY[ 1 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPIl Quarrty Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Suite 109 p40,c Height's CA 95610 Symbols Numbering System Ai General Safety otes PLATE LOCATION AND ORIENTATION 1 3/" Center plate on joint unless x,y 6-4-8 (Drawings not to scale)dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 4 offsets are indicated. I Damage or Personal Injury rM� Dimensions are in ft-in-sixteenths. iniiii. 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 „ 2. Truss bracing must be designed by an engineer.For 0'146" wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I 1. ., p bracing should be considered. 111=4110, O 3. Never exceed the design loading shown and never iti stack materials on inadequately braced trusses. O C5-6 Og 4 desigProvner,er,a ectl ne copies of tsu truss ervisodesign o to ertthe ownebuilding and for 4 x 2 orientation,locate BOTTOM CHORDS all oh er interested parties. p p y plates 0- nt'from outside edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available In MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. or PLATE SIZE PRODUCT CODE APPROVALS 9. ess tardantt,preservnoted,this a ve treat n is not d ficableor gree use with re ren 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 in all respects,equal to or better than that specified. / Indicated by symbol shown and/or p by text in the bracing section of the 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing 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. ■MO reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Mi • n size shown is for crushing only. MB all 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: ANSI/TPI l: National Design Specification for Metal project engineer before use. 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction, and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for BracinMI is not sufficient. BCSI: BuildingComponent SafetyI/ Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, rv'l eANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.02/16/2015 MiTeIC MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL1 5-32 UPPER Fax 916/676-1909 POLYGON The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: R46497338 thru R46497345 My license renewal date for the state of Oregon is June 30,2017. Lumber design values are in accordance with ANSUTPI l section 6.3 These truss designs rely on lumber values established by others. � R�,D P R C1F�ss �� GiNEFR fo2� 87022P tP N ySAT OREGON rye <U '‘N,� �M/3ER 4p OS A. RE?' EXPIRES:06/30/4r 7 February 5,2016 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. Job Truss Truss Type Qty Ply POLYGON R46497338 PL1S-32 UPPER F01 FLOOR 31 1 Job Reference(notional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Feb 05 12:42:52 2016 Page 1 ID:5u_v3gEKOkyU3yKt6jOVEBzp905-BJxZSDAVY0102y9k_h3V21n2mul8VzQIEzrvcWzo9Un °I 10'0 p-a-oI1 1-2-0 1 0 70'66 1 1-0-0 11 1-2-0 11 1-1-0 I1 1-0-0 11 1-2-0 11 1-2-8 1 1-2-0 I Scale=1:37.3 3x4= 3x4 I I 4x4 = 3x4= 3x4= 3x6 FP= 3x4= 3x4= 3x4= 3x4= 3x4= 4x4= 4x5 = 3x4 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 o o a e e -o o ,. ii o eo 1-'4 _ 1 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 3x6= 3x6 FP= 3x5= 3x5= 3x5= 3x4= 3x5 = 4x6= 4x4 = 3x6 = 4x5= 3x5= 15-4-141 119-0-12 I 14-2-14 1}7-05-7-0I 12-5-142 15-7-05-7-0{ Z2-9-02 I 14-2-14 b Plate Offsets(KY)- I1:Edge,0-1-81,115:0-1-8,Edgel,117:0-1-8,Edoel.118:0-1-8,Edge1.120:0-1-8,Edgel,125:0-1-8,Edgel,132:0-1-8,Edoel LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in floc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.59 Vert(LL) -0.41 31-32 >632 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.71 Vert(TL) -0.64 31-32 >405 360 BCLL 0.0 Rep Stress Ina YES WB 0.71 Horz(TL) 0.08 24 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:112 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) 39=791/0-5-8,24=791/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1285/0,3-4=-1285/0,4-5=-2293/0,5-6=-2293/0,6-7=-3076/0,7-8=-3076/0, 8-9=-3634/0,9-10=3634/0,10-11=3634/0,11-12=3970/0,12-13=3970/0, 13-14=4053/0,14-15=4053/0,15-16=3955/0,16-17=3955/0,17-18=3518/0, 18-19=2939/0,19-20=2939/0,20-210.2027/0,21-22=2027/0 BOT CHORD 38-39=0/696,37-38=0/1816,36-37=0/1816,35-36=0/2712,34-35=0/3382,33-34=0/3829, 32-33=0/4046,31-32=0/4053,30-31=0/4053,29-30=0/3518,28-29=0/3518,27-28=0/3518, 26-27=0/2027,25-26=0/2027,24-25=0/939 WEBS 17-29=-279/0,18-28=0/254,20-26=-419/0,21-25=-591/0,2-39=1027/0,2-38=0/903, 4-38=-815/0,4-36=0/731,6-36=643/0,6-35=0/559,8-35=-469/0,8-34=0/386, 11-34=300/0,17-30=0/706,15-30=-402/124,20-27=0/1265,18-27=857/0, 22-24=1206/0,22-25=0/1407 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 �>L0 P R OFA. attached to walls at their outer ends or restrained by other means. rS' �\�� GINEFR s/O9f 87022PE cn ,Q A, - SAT OREGSN e apo �'�8ER -0 �4 on A HEN'` \.-\P EXPIRES:06/30/2017 February 5,2016 .> . . tir> ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M0-7471 rev.10/01/2015 BEFORE USE. Design void for use only with MiTeh®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/T,11 Quality Criteria.DS6-89 and BCSI building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312.Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46497339 PL15-32_UPPER F02 FLOOR 4 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Feb 0512:42:53 2016 Page 1 ID:5u_v3gEK0kyU3yKt6jOVEBzp905-fW VxfZB7JK9tg5kwYObkaWKGp181EWIRTdaT8yzo9Um I 1-3-0 I I 1-2-0 I I--- - 2-5-14 - 1 1 1-2-0 1 1 1-0-5 I I 1-2-0 1 1 1-5-73 I Scale=1:18.1 3x4= 354= 3x4= 1 2 3 4 5 6 7 354= 8 e e s e o z e o e a -o o ///, a -4 c Z.7 N eo o e o o a e 16 15 143x4= 13 12 354= 11 10 3x4 = 304= I 1-6-0 1 2-1-0 1 2-8-0 219-18 5-4-13 15-11-13 1 6-6-136.1- 7-10-3 1 8-5-3 1 9-0-3 1 10-9-0 I 1-6-0 0-7-0 0-7-0 0-1-8 2-7-6 0-7-0 0-7-0 0-1- 1-1-13 0-7-0 0-7-0 1-8-13 Plate Offsets(X,Y)- f2:0-1-8,Edoe1.14:0-1-8,Edge1,16:0-1-8,Edae1.17:0-1-8,Edael,112:0-1-8,Edge1,[14:0-1-8,Edoel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 Vert(LL) -0.13 13-14 >947 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.56 Vert(TL) -0.21 13-14 >601 360 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.01 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:49 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=467/Mechanical,9=467/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250([b)or less except when shown. TOP CHORD 2-3=767/0,3-4=-767/0,4-5=-1221/0,5-6=-1221/0,6-7=770/0 BOT CHORD 15-16=0/767,14-15=0/767,13-14=0/1221,12-13=0/1221,11-12=0/770,10-11=0/770,9-10=0/770 WEBS 2-15=0/259,6-11=264/0,2-16=963/0,4-14=-514/0,6-12=0/641,7-9=-917/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. `��EO P R()Fess ,; �NGINFF9 /c/* k 87022PE r' N y �A), OREG•N rPAL 1'O �M8ERA\ OS A. HO; ‘4P EXPIRES:06/30/2017 February 5,2016 a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. '., Design valid for use only with MiTekN connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the budding designer must verify the applicability of design parameters and properly incorporate this design into the overall budding design.Bracing indicated is to prevent buckling of individual truss web and/or chord members ony.Additional temporary and permanent bracing MiTek° is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPIt QuaBfy Criteria,DSB-89 and SCSI Building Component Suite 109 Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. CRms Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R46497340 PL15-32 UPPER F03 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Fri Feb 05 12:42:54 2016 Page 1 ID:5u_v3gEKOkyU3y Kt6jOVE Bzp9O5-7i2JtvC14dIkIFJ7566z7jsN7iQ UzuhbiH KOhOzo9Ul I 2-3-0 I I 1-0-0 1 I 1-2-0 I I 1-11-14 1 1 1-2-0 1 -7-101 Scale=1:27.6 3x4= 3x4= 3x4= 3x5= 3x4= 1 2 3 4 5 6 7 8 9 10 a • • N • / \ a 9V- _ • • N • a = - e _ e 1 17 16 15 14 13 12 3x4= 3x6= 3x5= 3x5= 3x4= 15-4-14 I 10-10-0 111-5-0 112-0-0 1 14-2-14 14-9-14 I 1 16-3-8 1 10-10-0 0-7-0 0-7-0 2-2-14 0-7-0 0-7-0 0-10-10 Plate Offsets(X,Y)- f6:0-1-8,Edae1.18:0-1-8,Edoel,l9:0-1-8,Edgel,[14:0-1-8,Edoel LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.67 Vert(LL) -0.20 15-16 >956 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.78 Vert(TL) -0.32 15-16 >614 360 BCLL 0.0 Rep Stress Incr YES WB 0.66 Horz(TL) 0.03 11 n/a n/a BCDL 5.0 Code IBC2012TTPI2007 (Matrix) Weight:74 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) 18=593/0-4-8,11=593/0-4-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1907/0,3-4=-1907/0,45=2289/0,5-6=-2289/0,6-7=-1934/0,7-8=1934/0,8-9=76410 BOT CHORD 17-18=0/1147,16-17=0/2266,15-16=0/1934,14-15=0/1934,13-14=0/764,12-13=0/764,11-12=0/764 WEBS 7-14=-346/0,8-13=-345/0,9-12=0/495,2-18=-1257/0,2-17=0/834,417=394/0,6-16=0/534,8-14=0/1308, 9-11=-1296/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 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. Po� R OFF <� - SSGINEipGs Ai? 444 29 � f ' Nyfi ' NP A�, OREGON 2 <v 'AM �O OOQER1 S A. Heck EXPIRES:06/30/2017 February 5,2016 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. ill Design valid for use only with M7eks connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the budding designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek. ek is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPl1 Qualify Criteria,DSS-89 and SCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Citrus Heights.CA 95610 _I Job Truss Truss Type Qty Ply POLYGON R46497341 PL15-32_UPPER FO6 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Fri Feb 05 12:42:54 2016 Page 1 ID:5u v3gEKOkyU3yKt6jOVEBzp9O5-7i2JtvC14dlkIFJ7566z7jsP4iS9zxJbiHKOhOzo9Ul I 2-6-0 I I 2-0-12 I I 1-2-0 I I 1-5-12 1 Scale=1:26.9 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 3x4= 1.5x3 I I 1 2 3 4 5 6 7 8 e e e tILN_ N N N 4 e e 1 Alb. 13 12 11 10 9 3x4= 3x6 = 3x6= 1.5x3 II 1.5x3 II 3x4= 13-8-12 I 12-6-12 13-1-12 I I 15 -5-8 12.612 0-7-0 0-7-0 1-8-12 Plate Offsets(X,Y)- 16:0-1-8,Edoel,f7:0-1-8,Eduel LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (lac) 1/defl LJd PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.54 Vert(LL) -0.17 11-12 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.67 Vert(TL) -0.27 11-12 >681 360 BCLL 0.0 Rep Stress Incr YES WB 0.50 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:69 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) 14=562/0-4-8,9=562/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1878/0,3-4=1878/0,4-5=1911/0,5-6=1911/0,6-7=-1045/0 BOT CHORD 13-14=0/1175,12-13=0/2086,11-12=0/1045,10-11=0/1045,9-10=0/1045 WEBS 6-11=-262/0,7-10=0/300,2-14=-1268/0,2-13=0/759,6-12=0/977,7-9=-1246/0 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. _to pROP470 87022PE -57_../ vo 7 'OT OREGON 95)Q< I 1" 4/ �CO8ER1V. S A. He?, EXPIRES:06/30/2017 February 5,2016 S mu—. WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/fP11 Quality Criteria,DS6-89 and ICSI Building Component Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus HeightsCA 95610 Job Truss Truss Type Qty Ply POLYGON R46497342 PL1S-32_UPPER F07 FLOOR 2 1 Job Reference(ootionall Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Feb 05 12:42:56 2016 Page 1 D,IID_:55u v3gEKOkyU3yKt6jOVEBzp905-35A41aD?bFYRXZTVDX8RC8ylaV94Roeu9bp7IHzo9Uj �i 1 1T1 1-2-0 II 1-1-6 II 1-3-0 II 1-2-0 1 111-2-0 II 1-4-5 1 Scale=1:37.3 3x4= 3x4 II 3x4= 3x4 = 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 4x4= 3x4= 3x4 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 °e o o ill" 144\❑ e o ❑ e e m e e e e N 9 0 0 a a - - e e ❑ e 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 3x6= 3x5= 3x6 FP= 3x5= 3x5 = 3x5= 3x4= 3x5= 4x4= 3x6 = 3x5= I 21-9-12 I 21-9-12 Plate Offsets(X,Y)- I1:Edge,0-1-81,(14:0-1-8,Edge1,117:0-1-8,Edgel,119:0-1-8.Edael,120:0-1-8,Edcie),125:0-1-8,Edoel,f29:0-1-8,Edael LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.48 Vert(LL) -0.33 29-30 >788 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.58 Vert(TL) -0.51 29-30 >504 360 BCLL 0.0 Rep Stress Ina YES WB 0.70 Horz(TL) 0.06 22 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:109 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) 36=593/0-5-8,22=593/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1119/0,3-4=1119/0,4-5=1959/0,5-6=1959/0,6-7=-2564/0,7-8=-2564/0, 8-9=-2928/0,9-10=2928/0,10-11=3064/0,11-12=3064/0,12-13=2911/0, 13-14=2911/0,14-15=2642/0,15-16=2642/0,16-17=2642/0,17-18=2090/0, 18-19=2090/0,19-20=1076/0 BOT CHORD 35-36=0/608,34-35=0/1567,33-34=0/2290,32-33=0/2290,31-32=0/2774,30-31=0/3025, 29-30=0/3022,28-29=0/2911,27-28=0/2911,26-27=0/2090,25-26=0/2090,24-25=0/1076, 23-24=0/1076,22-23=0/1076 WEBS 17-26=255/0,18-25=-488/0,19-24=-488/0,20-23=0/328,2-36=-829/0,2-35=0/715, 4-35=-628/0,4-34=0/549,6-34=463/0,6-32=0/384,8-32=294/0,12-29=346/1, 17-27=0/734,14-27=-477/0,19-25=0/1377,20-22=1297/0 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. G) PR OFes<G� � 51 Co Nci �� ti9 6 7 . 4:t- 87022PE y �'Oj, OREG•N c)�acv 'AO fiMBER ON` os a- HEik EXPIRES:06/30/2017 February 5,2016 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Miiekm connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall ,+ building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPIl QuaBty Criteria,DSB-89 and SCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46497343 PL15-32_UPPER G1 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 M7ek Industries,Inc.Fri Feb 05 12:42:58 2016 Page 1 I D:Su_v3gEKOkyU3yKt6jOVEBzp9O5-?TIgiGFG7so9mtcuKyAvHZ1?OJIIvplAdvlEg9zo9Uh 1 1-2-13 I I 1-2-0 I I 1-0-5 I I 1-2-0 '0_10 -0 I0-10-6 1 1 1-2-0 I lad Scale=1:37.1 3x4= 3x5= 3x4= 5x5= 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4= 3x4= 3x4=3x5= 1 V 2 3 4 5 6 7 8 9 10 11 12 13 14 15 1617 18 19 20 21 22 23 24 25 l'i' ' ® ® •\ s\I`\ /•\ /•\e o/w\a/\�`1 I`ba - e e y 6 < 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 3x10 = 5x5= 4x6= 3x4= 3x5 = 3x5= 3x5= 3x5= 3x6 FP= 3x6= 3x10= 3x5= 3x5= I 21-9-12 I 21-9-12 Plate Offsets(X,V)- f2:0-1-8,Edge1,13:0-1-8,Edgel,15:0-1-8,Edgel,19:0-1-8,Edge1,125:0-2-0,Edae1,136:0-1-8,Edgel,f39:0-1-8,Edgel LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.87 Vert(LL) -0.42 35 >609 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.95 Vert(TL) -0.66 35 >388 360 BCLL 0.0 Rep Stress Ina NO WB 0.21 Horz(TL) 0.08 26 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:117 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 2400F 2.0E(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 26=686/0-5-8,42=832/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1517/0,3-4=3106/0,45=3106/0,5-6=3931/0,6-7=3931/0,7-8=-4071/0, 8-9=-4071/0,9-10=4066/0,10-11=4066/0,11-12=3911/0,12-13=3911/0, 13-14=3620/0,1415=3620/0,15-16=3191/0,16-17=3191/0,17-18=3191/0, 18-19=-2622/0,19-20=2622/0,20-21o,1915/0,21-22=-1915/0,22-23=1069/0, 23-24=1069/0 BOT CHORD 41-4200/1517,40-41=0/1517,39-40=0/1517,38-39=0/3106,37-38=0/3106,36-37=0/3979, 35-36=0/4071,34-35=0/4071,33-34=0/4004,32-33=0/3782,31-32=0/3422, 30-31=0/2923,29-30=0/2285,28-29=0/2285,27-28=0/1509,26-27=0/594 WEBS 2-41=0/498,340=747/0,439=751/0,5-38=523/0,242=-1852/0,3-39=0/2152, 24-26=-888/0,2427=0/773,22-27=715/0,22-28=0/660,20-28=602/0,5-37=0/1324, 6-37=-691/0,20-30=0/548,18-30=489/0,18-31=0/435,15-31=-377/0,15-32=0/322, 13-32=263/0,9-34=256/124 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. PR 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 ,�� I N ��s.c, attached to walls at their outer ends or restrained by other means. Co ,,,\G 4)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)359 lb down at 6-2-8 on top chord. ,ssa 4'N �'4 �jji9 The design/selection of such connection device(s)is the responsibility of others. 870 2 P E �>f 5)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Cf) CV Uniform Loads(Of) 5. Vert:26-42=-5,1-25=50 7 �•$, OREGON �� U ConcentratVeed Lo 33s(Ib • O '41 Ef \ \>'-'1/4' SA HE�N4 EXPIRES:06/30/2017 February 5,2016 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.10103/2015 BEFORE USE. Design valid for use only with M7ek®connectors.This design is based only upon parameters shown,and is for an individual building component,not '' a truss system.Before we,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/Wit Quaff),Criteria,DSB-89 and BCSI Building Component 7777109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46497344 PL15-32 UPPER G2 FLOOR GIRDER 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Fri Feb 05 12:42:59 2016 Page 1 ID:5u_v3gEKOkyU3yKt6jOVEBzp905-UfsCwcGuuAw00164ufi8gnaKdjF_eERKrZ1 nMczo9Ug I 1-6-0 1 1-4-8 I I 1-2-0 1 I 2-5-14 I I 1-2-0 I I 1-0-5 11 1-2-0 I I 1-5-13 1 Scale=1:21.4 6x8= 5x6 II 5x6 II 4x6 I I 1 18 2 3 4 19 5 6 7 8 9 e e e e e N e ` e e O e ` N \\\`\\\e a e- a/e \e m e e a f� 16 155 1 14 135 II 12 11 6x8= 4x6 II 4x6 II I 12-6-0 1 12-6-0 Plate Offsets(X,Y)— f4:0-3-0,Edgel,15:0-3-0,Edoel,16:0-3-0,0-0.01,17:0-3-0,Edoel,18:0-3-O,Edael.111:0-3-0.0-0-01.Fl3:0-3-0,Edoe1,115:0-3-0,Edcrel,116:0-3-0,Edoel LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.23 Vert(LL) -0.10 14-15 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.31 Vert(TL) -0.15 14-15 >986 360 BCLL 0.0 Rep Stress Ina NO WB 0.38 Horz(TL) 0.02 10 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:87 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 No.1&Btr(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 17=1896/0-3-0,10=720/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-17=317/0,2-3=3245/0,3-4=3245/0,4-19=-3245/0,5-19=3245/0,5-6=-2888/0,6-7=2888/0,7-8=1484/0 BOT CHORD 16-17=0/2791,15-16=0/3245,14-15=0/2888,13-14=0/2888,12-13=0/1484,11-12=0/1484,10-11=0/1484 WEBS 3-16=-292/0,5-14=267/0,6-13=-553/0,7-12=-609/0,8-11=0/376,2-17=3204/0,2-16=0/853,5-15=-270/537, 7-13=0/1818,8-10=1707/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x6 MT20 unless otherwise indicated. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1159 lb down at 1-7-0,and 350 lb down at 0-7-4,and 231 lb down at 6-3-8 on top chord. The design/selection of such connection device(s)is the responsibility of others. 5)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard D PR 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 c.c'g - OFFS' Uniform Loads(plf) \C0'< ANGINEc, o/p Vert:10-17=-7,1-9=-67 k7� -V Concentrated Loads(lb) 870 2P E Vert:2=1159(F)18=-350(F)19=204(B) y �Aj, OREGO Q(U� 9or, AMBER \� : OSA- HS•Ck 06/30/2017 February 5,2016 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mitek®connectors.Thu design is based only upon parameters shown,and is for an individual bulding component,not a truss system.Before use,the bulding designer must verify the applicability of design parameters and properly incorporate this design into the overall !' building design..Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mi tT ek1 is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection andbracing of trusses and truss systems,see ANSI/TPI1 QuaHy Criteria,059-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Skeet,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights CA f ici Job Truss Truss Type Qty Ply POLYGON R46497345 PL15-32_UPPER G4 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Tmss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Fri Feb 05 12:42:59 2016 Page 1 ID:5u_v3gEKOkyU3yKt6jOVEBzp905-UfsCwcGuuAw001 B4uli8gnaCAjJmeJJKrZ1 nMczo9Ug 1-2-4 1 3x4= 5 2 1.5x3 II Scale=1:8.8 r<i0 4 3 1.5x3 II 3x4= 1-5-4 1-5-4 LOADING(psf) SPACING- 1-0-0 CSL DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.71 Vert(LL) 0.00 4 **** 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Ina NO WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:8 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-5-4 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=364/Mechanical,3=237/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-4=360/0 NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)529 lb down at 0-6-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. 4)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 • Uniform Loads(plf) Vert:34=5,1-2=50 Concentrated Loads(Ib) Vert:5=-529(F) R Opp NGiNFF,y i(4. 870 2PE fi'o�, OREGO „ski Or) , �B ER 1,‘ OS A. HER\P EXPIRES:06/30/2017 February 5,2016 a ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �" a truss system.Before use,the budding designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 QuaNy Criteria,058-89 and SCSI Building Component 7777109 Safety information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chios H9ights,CA 95610 Symbols NumberingA General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/" Center plate on joint unless x,yI 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) Failure to Follow Could Cause Property 4 offsets are indicated. I Damage or Personal Injury r��11Dimensions are in ft-in-sixteenths. no, Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. onal or dia TOP CHORDS 9 g,is always required. See SCSI. 01 �� 2. Truss bracing must be designed by an engineer.For '/16 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I _IIME w:01 O bracing should be considered. 111.111App O L\11 IliMil Al U 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. ° O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate C7-8 .a C5-6 t- designer,erection supervisor,property owner and plates 0-1/1g' from outside BOTTOM CHORDS at other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from *Plate location details available in MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. software or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and Is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that , Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. I Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTekO All Rights Reserved approval of an engineer. *HMO reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. MN NMI0 18.Use of green or treated lumber may pose unacceptable ►_ environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI(: National Design Specification for Metal MI19.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, MiTek6 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.10/03/2015 MiTek° MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: 60-B POLYGON The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K2838966 thru 1(2838983 My license renewal date for the state of Oregon is December 31,2017. ,c2 ,‘,„‘GNE fiy 9 89200PE s' OREGON ts 41 1p <4 Alik' 14 2-05\, DV RILA- Q., February 10,2017 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-BC LUMBER SPECIFICATIONS TRUSS SPAN 16'- 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #13BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=21.9ft, 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), TOTAL LOAD = 42.0 PSF load duration factor=1.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on ontinuous 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. 8-00 8-00 I` 12 1114-4x4 WHEN A FLAT BOTTOM CHORD GABLE TRUSS SUPPORTED ON TOP OF A BEARING WALL SETS NEXT TO SCISSOR TYPE TRUSS(ES), 8.00 A HINGE TYPE CONNECTION HALL BE CREATED BETWEEN THE TOP PLATE OF THE BEARING WALL AND THE BOTTOM CHORD OF THE 3 GABLE TRUSS.THIS IS DUE TO THE LACK OF THE LATERAL BRACING PROVIDED BY RIGID CEILING AT THE HINGE TYPE CONNECTION ..... � POINT.THE TRUSS DESIGNER ASSUMES NO RESPONSIBILITY FOR THE DESIGN OF THE LATERAL BRACING TO THE HINGE CONNECTION SITUATION.COMPETENT PROFESSIONAL ADVICE MUST BE OBTAINED RELATIVE TO THE DESIGN OF THE ADEQUATE LATERAL BRACING TO THE HINGE TYPE CONNECTION. 12 Q 8.00 10 o f— II 1� o0 M-3x9 M-3x4 l l � 0 p PFess 1-06 16-00 ' :9200PE r JOB NAME : 60-B POLYGON - Al '—'•� ''cit.. Scale: 0.9209 tr. '10 /i"... WARNINGS: GENERAL NOTES, unless onMrpae noted �� OREGON SL.. 1.Mulder and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown and b for an Individual 4,1 Truss: Al and Warnings before construction commences building component.Appllcabllny of design parameters and proper 2 244 compression web bracing met be Installed where shown a.. incorporation of component Is the responsibility of the building designer y/'t �+" .{4 ©N " 3 Additional temporary bracing b insure stability during construction 2.Design assumes the top end bosom chords to be laterally braced at �C"( 1 Is the responsibility of the erector.Additional permanent bracing of 7 a.c.and et 1 O o c.reapedWaty unless Mimed throughout melt length by Fi IO- DATE: he 2/9/2017 me overall stmdure tome responsibility or bulbi designer. 2.imp continuous ridging or auch as plywood re uir a where Gomm.dryweA(BC) H wan v o ng g 3.z4 impact bridging or lateral bracing required caner.anawn.. SEQ.: K2 8 3 8 9 6 6 4.No load should be applied to any component until ever all booing and 4.Installation of truss is the rewensibnity of the respedNe contractor. fasteners are complete and at no time should any loads greaser than 5.Design assumes trusses are to be used In e nomcorrosme environment, TRANS ID: LINK design bads be applied to any component. andareror dry oondesr"01 use. 5.CompuTrus has no control over end eesumes no rawonsibgily for Me 8 Designeseumee NA bearing al es supports shown.Shim or wedge If EXPIRES: 12/31/2017 fabrication,handling,shipment and Installation of components. 7 Design necessssumes adequate drainage is provided. February 10,2017 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so Meir center TPIWICA in SCSI.copies of which will be famished upon request. Pones coincide with joint center lines. 9.Digits Indicate Nu of piste in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(IL)-E II.For beak connector plate design values see ESR-1311,ESR-1988(MITA) r This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 16'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 01&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 94 2- 8=(-343) 1177 3- 8=(-262) 283 BC: 2x9 KDDF 81&BTR SPACED 24.0" O.C. 2- 3=(-1936) 427 8- 9=(-240) 991 8- 4=(-122) 833 WEBS: 204 KDDF STAND 3- 4=(-1129) 226 9- 7=(-148) 572 8- 5=(-229) 237 LOADING 4- 5=( -935) 215 5- 9=(-430) 174 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)7-IL) 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -740) 252 9- 6=( -15) 128 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -845) 236 TOTAL LOAD = 42.0 PSF OVERHANGS: 18.0" 0.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For hanger specs. - See approved plans LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -153/ 858V -120/ 131H 5.50" 1.37 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 16'- 0.0" -82/ 671V 0/ OH 5.50" 1.07 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 1OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 8-00 8-00 MAX LL DEFL = -0.011" @ -1'- 6.0" Allowed = 0.150" 1 f f MAX TL DEFL = -0.013" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.038" @ 7'- 4.7" Allowed = 0.754" 3-09-14 4-02-02 4-04-11 2-01-01 1-06-04 MAX TL DEFL = -0.062" @ 7'- 4.7" Allowed = 1.006" 1' 1' f 1' '1' f SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 12 M-4x6MAX HOME. LL DEFL = 0.036" @ 15'- 6.5" 8.00 177 Q 8.00 MAX HORIZ. TL DEFL = 0.057" @ 15'- 6.5" 4.0" 4 F,, Design conforms to main windforce-resisting IN system and components and cladding criteria. Wind: 140 mph, h=21.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 AgAldillhllhih.. M-3x9 8 M-5x8 {M-1.5x3 ....,00,11111111111111111111111111111111."- M-3x9 .` o. o = 9 a 7 l o M-3x9 ca M-5x6 ..4.00 4.00 12 12 b y l l 7-06-07 6-09-09 1-08 1-06 7-04-12 6-11=09 1-08 ��,�0 I VPk-S y 16-00 1 �r��< IN � t' ,/17 89200PE JOB NAME : 60-B POLYGON - A2 !mss' ,,...-- ^. Scale: 0.3198 � . WARNINGS: GENERAL NOTES, unless otherwise noted. !lI'y CY"'�l"41�1 ja 1.Builder and"rection contractor should be advised of al General Notes 1.This design is based only upon the parameters shown and Is for an IndbWual OREGON CL7lJ I V w "'(�/ Truss: A2 and Warnings before conshuHmn commences building componentApplicability of design parameters and proper 2.204 cempresMon web bracing must be installed where shown r. Incorporation of component is the responsblly of the building designer. fh 4 7 ' .{4 iQ 3.Additional temporary bradng b insure stability during construction 2.Design assumes the top and bottom chortle to be laterally braced at �./ 1 ,py '! is the responsibility of the erector.Additional permanent bracing of 2 continuous and rs a hino.crsuch as peely uness bre=ad(TC)ender their length by 'j^"R A 1• ` lv DATE: 2/9/2017 me overall structure la the r. Wb of building designer. 2,Impact us shesmmg Mel bracing reood uiredw ere shown «drywal(Bc) a..,' 4 A,r sp"^ lily a ^g g 3.za Imp."bddgmg or lateral bracing required where.novo. SEQ.: K2838967 4.No load should be applied to any component until Mr all bracing and 4. lat aeof inns huss�reskWbuietyyof reresp divcontractor. o.acor. fasteners are compete end at no time should any mads greater manDesign design mads be applied m any component. end are for"dry condition"of use. TRANS ID: LINK 5.ComWTuehas necontrol over and assumes noresponsibility for the 6.Design assumes mesNIbearingatalsupportsshown.Shimorwedgeif l I EXPIRES: 12131/2017 mmmfabrication.handling,shipment and itallation of components. 7.Design assumes adequate drainage is provided. February 1 0,201 7 9.The design is furnished subject to the limitations set forth by 6.Plates shall be located on both feces of truss,and placed as their center TPI.tTCA in BOSI,="pies of which wil be furnished upon request. Ines coincide with Joint center lines. 9.Digits Indicate Wm of plate in inches. MITek USA Inc./CompuTrus Software 7.6.8(1L)-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 22'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 204 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=1 0) 94 2- 9=(-177) 2230 9- 3=1 -77) 702 BC: 2x9 KDDF #1&BTR; SPACED 24.0" O.C. 2- 3=1-2832) 346 9-10=(-175) 2220 3-10=1-819) 102 2x6 KDDF #1&BTR B1 3- 4=1-2003) 314 10-11=1-134) 1262 10- 4=1-306) 191 WEBS: 2x9 KDDF STAND LOADING 4- 5=1-1952) 415 11- 7=(-323) 2517 10- 5=1-271) 931 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-2766) 328 5-11=1-112) 1775 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POP 6- 7=(-3017) 390 11- 6=1-253) 260 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=1 0) 94 OVERHANGS: 18.0" 18.0" LL = 25 POP Ground Snow (Pg) ADDL: TC UNIF LL+DL= 64.0 PLF 4'- 0.0" TO 6'- 0.0" V BEARING MAX VERT MAX HORZ BEG REQUIRED BRG AREA M-1.5x9 or equal at non-structural ADDL: BC UNIF LL+DL= 30.0 PLF 0'- 0.0" TO 6'- 0.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) vertical members (eon). 0'- 0.0" -310/ 2017V -183/ 183H 5.50" 3.23 KDDF ( 625) ADDL: TC CONC LL+DL= 128.0 LBS @ 4'- 0.0" 22'- 0.0" -229/ 1363V 0/ 014 5.50" 2.18 KDDF ( 625) ADDL: BC CONC LL+DL= 729.0 LBS @ 6'- 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "on spacing. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL - -0.011" 0 -1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.013" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.085" @ 14'- 7.3" Allowed = 1.054" MAX TL DEFL = -0.203" @ 14'- 7.3" Allowed= 1.406" 11-00 11-00 MAX LL DEFL = -0.011" @ 23'- 6.0" Allowed = 0.150" T ,r 1' MAX TL DEFL = -0.013" @ 23'- 6.0" Allowed= 0.200" 4-00 3-09-12 3-02-04 5-03-09 5-08-07 SEASONED LUMBER IN DRY SERVICE CONDITIONS 1 +1288 1 1' .1 1' MAX HORIZ. LL DEFL = 0.057" @ 21'- 6.5" 12 12 MAX HORIZ. TL DEFL = 0.135" @ 21'- 6.5" 8.00 M-5x6 Q 0.o0 M-1.5x4 6.0" Design conforms to main windforce-resisting M-3x9 '( M-3x5 system and components and cladding criteria. M-3X5 �` \ Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat^2, Exp.B, MWFRS(Dir), M-1^5x3 / M 1^5x4 load duration factor=1.6, 3X5 Truss designed for wind loads y M-3X5 in the plane of the truss only. M-1.5x4 F ' `" M-1^5x3 1,4_3M-51 -35 ' M-2.5x4 or equal at non-structural diagonal inlets. M-3X6 le I Truss designed for 4x2 outlookers. 2x4 let-ins of the same size and grade as structural top / chord. Insure tight fit at each end of let-in. .✓- _/ r Outlookers must be cut with care and are permissible at inlet board areas only. =M-6x6 M-3x6 11 r o iiGI o C PO 1� a' 9 10 I oM-3x6 M-1.5x3 M-6x10 I 0 d 4.00 4.00 12 12 l ). +729# , l l 4-00 3-08 6-11-04 7-04-12 y1-06 7-08 y 6-11-04 y 7-04-12 y1-06 y C� ,,\�^,N Net. 8S/ l 22-00 1 ';54. 92 0 �� JOB NAME : 60-B POLYGON - B1 ,;, j/s Scale: 0.2283 4M111, arrow WARNINGS: GENERAL NOTES, unless otherwise noted -7,,, OREGON N �if� 1.Budder.M erection camredor Mould be advised of all General Notes I.This design b based only upon the parameters shown and Is for an Individualrl Ci l 1 V "(j Truss: B1 and Warnings before construction commences building component.Applicability of design parameters and proper 41 ,1,,t,' 2 204 compression web bracing must be Installed where shown.. Incorporation of component is me reeponstbhhy of the building designer. '7 y' 2 `"', 3.AdtlNbn.:temporary bracing to Insure efablllly during construction 2.Design...urns,the top and bottom chords to be laterally braced at 14, w Is the responsibility of the erector.Additional permanent bracing of T continuous and at 10'o c respectively as eN unless braced an throughout their length by 44E.�R41-�- DATE: 2/9/2017 the overall structure Is the responsibility of the building desIgner. 3.Se loped bridging sheathing Steal bracing re uisheathing(TC)dhwo.dryweA(BC) g required • SEQ.: K2 8 3 8 9 6 8 4.No load Mould be applied to any component until alter all bracing and 4.Install/Mon of sN0 is the respon ibdlty of the respedNe contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a rwnurroeNe environment. TRANS ID: LINK design loads be applied to any component. end.rc fordry condition.Druse. 5.Computes has no control over and assumes no responsibility for the a Design assumes NA bearing at aN supports shown.Shim or wedge If EXPIRES: 12/31/2017 ry fabrication,handling,shipment and Installation of components. 7.DesigRates shall be oneoth drainage is trues.provided. February 10,2017 8.This design 1s furnished subject to the limitations set both by S.Plates.shot ba bcale0 an bon faces of frees,and placed so their cadet TPWhTCA In SCSI,copies of which ON be furnished upon request. Nies coincide with joint center line. .DigitsIndicate size of piste inches. MITek USA,Inc./Com uTrus Software 7.6.8(1L)E 10. For beeh connector plate design values see ESR-1311,ESR-1885(MlTak) 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 NIABTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 94 2- B=(-126) 875 3- 8=(-396) 327 BC: 2x9 ROOF 411ABTR SPACED 24.0" O.C. 2- 3=(-1185) 269 8- 9=(-134) 789 8- 4=(-285) 389 WEBS: 2x9 KDDF STAND 3- 4=(-1136) 991 9- 6=(-355) 1818 4- 9=(-226) 1360 LOADING 4- 5=(-1931) 925 9- 5=(-265) 249 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIP 5- 6=(-2193) 966 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 99 TOTAL LOAD = 92.0 PDF OVERHANGS: 18.0" 18.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -189/ 1095V -189/ 184H 5.50" 1.75 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 22'- 0.0" -189/ 1095V 0/ OH 5.50" 1.75 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 29 "on spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.011" @ -1'- 6.0" Allowed = 0.150" MAX TL DEFL = -0.013" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.085" @ 14'- 7.3" Allowed = 1.054" MAX TL DEFL = -0.141" @ 14'- 7.3" Allowed= 1.406" 11-00 11-00 MAX LL DEFL = -0.011" @ 23'- 6.0" Allowed= 0.150" f ,r MAX TL DEFL = -0.013" @ 23'- 6.0" Allowed = 0.200" I SEASONED LUMBER IN DRY SERVICE CONDITIONS 7-06-09 3-05-12 5-03-09 5-08-07 f '1 . . 1' MAX HORIZ. LL DEFL = 0.059" @ 21'- 6.5" , 12 12 MAX HORIZ. TL DEFL = 0.097" @ 21'- 6.5" 8.00 v M-9x6 Q 8.00 4 Q,r Design conforms to main windforce-resisting y system and components and cladding criteria. Jlvi` Wind: 140 mph, h=22.9ft,Enclosed, .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. :efff M-1.5x3 g/ 6V5 M-5x6 M-3x9 r' r 47 t Alldl CT B o I M-3x9 M-5x6 0l . 4.00 4.00 12 .. 12 12 y 1-06 y 7-08 y 6-11-04 y 7-04-12 y 1-06 y �A `� ��`0.0 y y 9 cal 22-00 IZt" 89200PE r* JOB JOB NAME : 60-B POLYGON - B2 /,I,.r Scale: 0.2533 �� aneee. wr WARNINGS: GENERAL NOTES, unless otherwise noted: 7 OREGON mow i Balder and erection contractor should be advised of all General Notes 1.This design la based only upon the parameters sham and N for en individual Truss: B2 and Warnings before construction commences. building componentApplicablllty at design parameters and proper Ary � 2.254 compression web bracing must be Installed where shown+. Incorporation or component is the reeponibwny or the building designer. �,/�Y�� { nD t '^k.. 3.Addltlanel temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at 'CJ 1 Q Y by Is the reapomlbtAty of the erector.Addtllonal permanent bracing of 7 continuous and al 10'o.c.such asprywoodrespectively woods braced(TC)a dr melt length). R �_\_ DATE: 2/9/2017 the overall structure h the responsibility of the building designer. D,Imp owe aheelhlor such as acing re aired here s own+drywaN(BC). �''�/ Y g 4.In Impact boftrus is eared bracing required the whpe shown contractor. SEQ.: K2838969 4.Noload should be appliantoonocomponentuntil yseertileelerthantl 4.DesignanummwIethearetouse ina onpectosiewon fasteners are complete and at no time should any bads greater than 5.Design assumes Irvsaee are to be used a non-corrosive environment, TRANS ID•" LINK design beds be applied to an component. and are for"dry condition"of use. 5.CompuTrue has no control over and assumes no responsibility for the S.Des ign assumes full bearing at all supports shown.Shim or wedge if EXPIRES: ES' .{(]Jry //�/i fabrication.handling,shipment end Installation of components ry L 1-I RLt3 1 fJ J !L.0 6.This design Is furnished subject to the limitations set forth by B.Design le esnassumes hal be located adequate fen is trusts,end placed w their setter February 10,2017 TPIIWfCA in SCSI,copies of which will be furnished upon request. Anes coincide with joint center Anes. 9.Digits indicate sice MiTek USA Inc./CompuTrus Software 7.6.8(1L)-E 10.For basic connectorfpret desin ign values plat sign valdes see ESR-1911,ESR-1588(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 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) 94 2- 8=(-138) 1006 3- 8=(-291) 251 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1258) 273 8- 9=( -77) 656 8- 4=(-147) 519 WEBS: 2x4 KDDF STAND 3- 4=(-1107) 334 9- 6=(-166) 952 4- 9=(-146) 519 LOADING 4- 5=(-1107) 334 9- 5-(-291) 251 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-1258) 273 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=( 0) 94 TOTAL LOAD = 42.0 POE OVERHANGS: 18.0" 18.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED ERG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -184/ 1095V -184/ 1848 5.50" 1.75 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY SBC 2015. 22'- 0.0" -184/ 1095V 0/ OH 5.50" 1.75 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 spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.011" @ -1'- 6.0" Allowed = 0.150" MAX TL DEFL = -0.013" @ -1'- 6.0" Allowed= 0.200" MAX LL DEFL = -0.030" @ 14'- 6.4" Allowed = 1.054" MAX TL DEFL = -0.050" @ 14'- 6.4" Allowed = 1.406" MAX LL DEFL = -0.011" @ 23'- 6.0" Allowed = 0.150" 11-00 11-Q0 MAX TL DEFL ' 6.0" d SEASONED LUMBER IN DRY SERVICE 1' 1' 1CONDITIONS 5-08-07 5-03-095-03-09 5-08-07 'l' f I` f '( MAX HORIZ. LL DEFL = 0.014" @ 21'- 6.5" 12 12 MAX HORIZ. TL DEFL= 0.023" @ 21'- 6.5" 8.00 V M-4x6 Q 8.00 Design conforms to main windforce-resisting 4.0" system and components and cladding criteria. 1\111111111111111111111 Wind: 140 mph, h=22.9ft, 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 \ Ahhhh... r r I rw yM sal• 8 9 0 I • M-3x4 M-3x4 M-3x5(S) M-3x4 M-3x4 tCD o l 1 ), 7-05-10 12-00 7-00-12 10-00 7-05-10 y y y �` � GINE 61 0PRQFS l y y l C7 1-06 22-00 1-06 `Z- 89200PE v JOB NAME : 60-B POLYGON - B3 *. Scale: 0.2533 100 WARNINGS: GENERAL NOTES, unless athervdse noted -a� OREGON /a� 1.Builder and erection contractor should be advised of al General Nates 1.This design Is based only upon the parameters shown and Is or an IndiNduel J� !l1 Cl„7 W I VA , Truss: B3 and Warnings before conduction commences. building componentApplicability of design parameters and proper �j s 2.204 compression web brewing must be installed where shown a Incorporation of component Is the responsibility of the building designer. <0 "7 P { 3.Additional temporary bracing la insure stability during construction 2.Design aesumss the top and bottom chorda to be laterally braced at 1 ,wry Is the responsiblIty of the erector.Additional permanent bracing of T continuous end at ea10'o c roach as ply unless braced throughout their booth by '1.71:1 ri I 0- DATE: + �i� continuous ahealglor such as plywood aired ng(TC)and/or drywal(BC). zw� 4r DATE: 2/9/2017 Ins overall structure is the responsibility of the building designer. 3,20 Impact bridging or lateral bracing required where shown.. SEQ.: K2838970 4.No load should be applied to any component until alter all bredng and 4.Installation of trusla the Balasibu lltyatIthe reapadtva oe tednr.environment, fasteners are complete and at m time should any loads greater than end e e assumes use. TRANS I D: LINK destppn loads be applied to any component. agent ltY 8.Design assume.NI bearing at al supports shown.Shim or wedge if EXPIRES' 12/31/2017 2/31/201 7 5.Com uTrus hes no control over and assumes noro bit for the Cli rI f1L47 L 1/L ll l hbriostion,handling.shipment and Installation of components. 7.Design assumes adequate drainage is provided. February 10,2017 6.This design is furnished subNd to the[Imitations set forth by 8.Plates shall be located on both tams of truss,and placed so the'?center TPIWTCA in SCSI,copies of which all be furnished upon request. Ines coindde with joint center lines. g.Digits Indicate size of plate In Inches, MiTek USA,Inc./CompuTrus Software 7.6.8(1L}E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 22'— 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. TC: 2x9 ROOF #1&BTR 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 P58' Wind: 190 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD= 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MNFRS(Dir), TOTAL LOAD= 92.0 PSF load duration factor=l.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 11-00 11-00 1' 1' 12 I I M-4x4 e.00 WHEN A FLAT BOTTOM CHORD GABLE TRUSS SUPPORTED ON TOP OF A BEARING WALL SETS NEXT TO SCISSOR TYPE TRUSS(ES), 3 A HINGE TYPE CONNECTION WILL BE CREATED BETWEEN THE TOP PLATE OF THE BEARING WALL AND THE BOTTOM CHORD OF THE GABLE TRUSS.THIS IS DUE TO THE LACK OF THE LATERAL BRACING PROVIDED BY RIGID CEILING AT THE HINGE TYPE CONNECTION ,41II1II1IIIL00 POINT.THE TRUSS DESIGNER ASSUMES NO RESPONSIBILITY FOR THE DESIGN OF THE LATERAL BRACING TO THE HINGE CONNECTION SITUATION.COMPETENT PROFESSIONAL ADVICE MUST BE OBTAINED RELATIVE TO THE DESIGN OF THE ADEQUATE LATERAL BRACING TO THE HINGE TYPE CONNECTION, o I I M-3x5(5) o M-3x9 M-3x9 1 12-00 l 10-00 y ta.5) PR Opt. L 1-06 ,� 22-00 „ •n ' y c:1`C�^ /(.2,A 89200PE v JOB NAME : 60-B POLYGON - B4 _,44 ,/F.,,�..,r//..:. Scale: 0.3158 _� WARNINGS: GENERAL NOTES, uNessotherwisenoted' >r OREGON i" ia 1.Builder and erection contractor should be advised or an General Notes I.This design is based only upon the parameters shown and is for an Individual �f OREGON y Truss: B4 and Warnings before construction commences. building component.Applicability of design parameters end proper -4/,j flit A5, 2.2x1 compression web bhang must be Installed where shown 4 Incorporation of component is the responsibility of the building designer. 3.Additional tem bracingto insure stabilityduring2.Design assumes the top end bottom chords to be laterally braced at temporary construction Y 0.a end at 10 or reapedNely unless braced throughout their length by � � SII Is the responsibinty of the erector.Additional permanent bracing of continuous sheathing each as plywood sheathing(TC)and/or drywan(BC). FIR I IIV. DATE: 2/9/2017 the overall structure is the responsibility of the building designer. 3.2e Impact bridging or lateral bracing required where Mown.• I SEQ.: K2 8 3 8 9 7 1 4.No load should be applied to any component until alter all breang and 4.Installation of truss is the reaponelbnity of respeawe contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used ina noncorrosive environment, TRANS I D: LINK design loads be applied to any component. and are for dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design sesames fun bearing at an supports show,,.Shim or wedge if EXPIRES: 12/31/2017 hbdcetion handing.shipment and installation of components. 7.Designassumes adequate drainage is provided. February 10,2017 6.This design is furnished subject to the limitations set forth by 8.Flans anal be located on both faces of truss,and placed so their center TPIMTCA in SCSI,copies of whkh will be furnished upon request. lines coincide with Joint center lines. MITek USA,Inc,/CompuTrus Software 7.6.8(TL}E 10.For of pa bask connector date e tildes. piste sign values see ESR-7377,ESR-1988(MITak) This design prepared from computer input by PACIFIC LUMBER–BC LUMBER SPECIFICATIONS TRUSS SPAN 6'– 8.5" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce–resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. BON. LOADING Wind: 140 mph, h=20e3ft, TCUL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. CON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POP DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=1.6, Truss designed for wind loads LL = 25 POE'Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON–CONCURRENTLY. 3-04-04 3-04-04 T T T 12 12 8.00 F7 Q 8.00 HM-4x4 3 r allr#:Ill re a WeffA I W AMAMI I ,4i -3x4 M-3x4 l , 1 1-00 6-08-08 <(, aD PR Ore, 89200PE JOB NAME : 60—B POLYGON — Cl e • Scale: 0.5968Alli"40 a'Y. WARNINGS: GENERALNOTES,b, unless nthetherMse d 'P' Oar ON A*` /a. 1.Builder and erection contractor Mould be ativlaed of ail General Notes I.This building co N based only upon me parameters designar Maven and la bran individual IN '— Truss: Cl andwanting.berore construction commences. building amponenl Applicability or design parameters and proper 2 2x4 compression web bracingmustbeInstalledwhereshown.. napomnonorcomponentIsmeraspaabgnrOrthe bundiga@agner /'0 9 " 14 2.0 �- 3.Additional temporary bracing to Insure.lability during construction Z.Design assumes the top end bottom chorda to be laterally bead al �a Is the responnplAly of the @redo,Additional permanent bracing or 2'site and al t P cine,such es ply Lod s braced throughout their length by 41,7,RIO- DATE: 2/9/2017 the overall structure la the reeponsibY of building designer. 2 Impact sMggior Weha.pcng requirede Irene sand/or dryweA(BC). ih o g 3.2x Imp..bridging or lateral bracing where.hewn.. SEQ.: K2838972 4.No ahadd be applied In any ronrponent until oft.,all bnadng and 4.Installation oftssisthe respoo sibuleydInthe non-cumlye o environment, fasteners are complete and at no gee should any loads greater m 5.Design ea TRANS ID: LINK de.Ignloads beapplied toany wmponantS ��rebr"dry NAbealsloe,.w m+nown.smmo,wa if 5.CompuTrus hes no control over and assumes no responsibility forme Design g a supports ageEXPIRES: V E]'6 C 1 n/''S eY JAO A fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage la provided. February 10L,2/i01_1 f71C iGI J IIL I IL This design is furnished subject to the limitations set forth by 8.Plates Mag be located on both faces of Imes,and placed as their center TPIM/ICA In SCSI.coplae of which will be furnished upon request. Anes coincide with Joint anter line. 9.Digits Indleale Rre of plate In Inches. MITek USA Inc./CompuTrus Software 7.6.8(IL)-E to.For basic anaclor plate design value.see ESR-7311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 9'— 0.0" 2OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=20.2ft, TC DL-4.2,BC DL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=1.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. 6.00 I 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. 3 -I 0 I 0 N 0 11111 I lir' A 4 I M-3x4 y 1-09 y 4-00 y ,,t,0 pfi0pt, 444 .v '' ,��.. 89200PE r JOB NAME : 60—B POLYGON — D1 ,.►% Scale: 0.8719 tw 40r �4 WARNINGS: GENERAL NOTES, unless otherwlsenoted !11'Sf..".'./�r1A11 4! 1.Builder and erection contractor should be advised of al General Notes 1.This design is based only upon the parameters shown and Is for an IMWwl ,/ �f OREGON GG V�,ll`VV w Truss: Dl and Warnings before construction commence.. building component.Applicability ofdesign parameters and proper f+ 4 2()N 2.254 compresston web bracing must be installed where Moven+. Incorporation of component b the responsibility of the building designer. '`/1 -i 1 4 3.Additional temporary bracing to insure stability during construction 2.Design assumes the tap and bottom chortle to be laterally braced at �,( �s Is the responsibility of me erector.Additional permanent bracing of 7 titinoc.end ate o.c.such as pt unlessd braced throughout melt length by9(11:11:110`''l a DATE: 2/9/2017 the overall structure Is me reeponameuy of me building de continuous sheathing such as plywootl Meet where s antl/or tlryweA(BC). signer. 3.2a Impact bridging or lateral bracing required where shown•v SEQ.: K2 8 3 8 9 7 3 4.No load should be applied to any component until after an bracing and 4.InsteUeOon eaves is the responsibility of the respective contractor. fastener:are complete and at no time should any bads greater then 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D• LINK design loads be applied to any component, end are for"dry concision'of use. 5.CompuTrue has no control over and assumes no responsibility for the a.Design assumes NA bearing at al supporta Mown.Shim e,wedge If EXPIRES: 12/31/2017 2 31/2017 fabrication.handling.shipment end lnstaletlon of components. rye Ifrl IIL 1! T.Designassumesbee:aded onate bothiface isprovided. February 10,2017 8.This design is Nmlehad aubJect to the limitations set forth by S.(gates shall be gated both faces of inn.,and placed sD their center TPIM7CA in SCSI,copies of which wig be furnished upon request. Anes coincide with Joint center lines. MiTek USA,lnc./Com uTrus Software 7.6.8(1L)-E g.Digits indicate eine of plate a Pontes. P ill.Far t sind connector plate design Inc values see ESR-1311.ESR-7 g85(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 RODE #1bBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 67 2-4=(0) 0 BC: 2x9 KDDF 116BTR SPACED 24.0" O.C. 2-3=(-73) 31 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)4-DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 POP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 16.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -68/ 389V -13/ 78H 5.50" 0.62 KDDF ( 625) 3'- 9.2" 0/ 97V 0/ OH 5.50" 0.08 KDDF ( 625) " For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 4'- 0.0" -93/ 102V 0/ OH 1.50" 0.16 RODE ( 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 24 "oc spacing. 12 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 6.00 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.008" @ -1'- 4.0" Allowed = 0.133" MAX TL DEFL = -0.008" @ -1'- 4.0" Allowed = 0.178" MAX TC PANEL LL DEFL = 0.021" @ 2'- 5.4" Allowed = 0.298" MAX TC PANEL TL DEFL = 0.019" @ 2'- 5.4" Allowed= 0.372" SEASONED LUMBER IN DRY SERVICE CONDITIONS 3 -/ MAX HORIZ. LL DEFL = -0.000" @ 3'- 11.2" MAX HORIZ. TL DEFL = -0.000" @ 3'- 11.2" '' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ,,.t load duration factor=l.6, o Truss designed for wind loads or in the plane of the truss only. 0 N 0 I rargdIIIIIIIIMMIIIIIIIrAA a 0 I 21� 4" 0 M-3x4 1 01 l 1-04 , 4-00 'PROVIDE FULL BEARING;Jts:2,4,31 $°' PROIX4 'fig /0 41.4 17 4Z- :9200P JOB NAME : 60-B POLYGON - D2 Scale: 0.7946 Willi"' Q'' WARNINGS: GENERAL NOTES, unless olhenpse noted 7/ % 0l"YI'-/w/"yl"I 10 I.Balder and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown and Is for an Individual Y 1f�tl CC 4L774�.,,JJ�V "V Truss: D2 and Warnings before construction commence.. bulding component Applimbi6y of design parameters and proper Z 2s4 compression web bracing must be installed where Moven.. Incorporation of component is the responsibility of the building designer. 0 y" 14 n© �" 3.Additional temporary brecNq to insure*lability during canslmetbn 2.Design eswmas the tap sed bottom chortls to be laterally brand el '�.l v tee, N the responsibility of the erector.Additional permanent bracing of 7 ac.end al ea e,c,respectively as ply unless braced throughout end/or dry Isnglh by '[`e�Ii It-84- DATE: NV continuous rdgethbg lter l b ed,,5 tl ia where 0w,, tlrytvaN(BC). ((;: 2/9/2017 the overall dmcture is the rosponsibWly of the building designer. 3.lo Impact bridging or lateral bracing required where.hewn.. SEQ. : K2 8 3 8 9 7 4 4.No load should be applied to any component until ager all bracing and 4.Installation of buss Is the responsibility of the reapedlva contractor, fasteners are complete and at no Ilene should any bads greeter then 5.Design assumes Mese.are to be used in a noncorrosive environment, deal n beds be applied to any component. and era for'dry condition.of use. TRANS ID: LINK O.Design assumes lull baa fog alai supportsshown.Shim or wedge if 5.Comporms has no control over and assumes no responsibility for the neasssry. I� EXPIRES:.I12/31/2017 bbnatbn,handling,shipment and inRellation of components. 7.Design assumes adequate drainage la provided. February 10,2017 S.This design la furnished eabJed to the lineations set forth by 8.Plates shall be boated on both fame of teres.and placed so their anter TPNWTCA In BES',copies of which we be furnished upon request. Pones coincide with Joint center lines. uDig lanpleb in helms MiTek USA Inc/CompuTrus Software 7.6.8(1L}E bsicoonrlorpptdsign values see ESF8.7311,ESR•1 g8B(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 10.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-106) 77 1-4=(-48) 51 2-4=(-152) 152 BC: 2x4 KDDF #1iBTR SPACED 24.0" O.C. 2-3=( -10) 5 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD= 42.0 PSF 0'- 0.0" -25/ 210V -35/ 88H 5.50" 0.34 KDDF ( 625) ** For hanger specs. - See approved plans 4'- 10.5" -32/ 159V 0/ OH 5.50" 0.32 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF INC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TC PANEL LL DEFL = 0.040" @ 2'- 7.5" Allowed= 0.298" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL TL DEFL = 0.035" @ 2'- 7.5" Allowed= 0.446" SEASONED LUMBER IN DRY SERVICE CONDITIONS 4-06-12 0-03-12 MAX HORIZ. LL DEFL = 0.000" @ 4'- 6.8" 1' . f MAX HORIZ. TL DEFL = 0.000" @ 4'- 6.8" 12 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-1.5x3 3 load duration factor=1.6, -, End vertical(s) are exposed to wind, Truss designed for wind loads -41111111111111111411 in the plane of the truss only. 0 0 I I N N I IIIIIIIIMMMVAIfll we -I I 1► 4 O M-3x4 M-1.5x3 l l 1 4-06-12 0-03-12 J• >L 4-10-08 �� .D PRC3FFss ' " 89200PE �< JOB NAME : 60-B POLYGON - D3 e4111,Scale: 0.5645 0.5645 1000 WARNINGS: GENERAL NOTES unless noted 7 ,OREGON '\4 I.Builder and erodbn contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is bran Individual OREGON�1 VY "'4J Truss: D 3 and Warnings before cenebudion commences. building component.Applicability of design parameters end proper �p ©N 2.2s4 compression web bradng mud be Installed where shown+. incorporation of component is the responsibility of the building designer. !r0 '1�' .{ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced al V 14 2-° Ia the responsibility of the erector.Addtlbnal permanent bracing of continuousntand al l V hin.rsuch as unless braced(TC)and/or n/their dry length). iviE.e,,,RIO- DATE: 2/9/2017 the overall structure Is them dbpp of the buildingde :fImpact sheathing latehesacing red uiresheadothers sold/ortlrywap(BC). won v signer. 3.za Impact bridging or lateral bracing required where down+, SEQ. : K2 8 3 8 9 7 5 4.No toad should be applied to any component until after all bradng and 4.Installation of trues Is the responsibility of the respective centrador. fasteners are complete end at no time should any loads greater than 5.Design assumes trusses aro to be used Ina noncormste environment, TRANS ID: LINK design loads be applied to any component. and ere for-drycondltlon"of use. 5.CompuTnn has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If E?(PJ RES: 12/31/2017 fabrication.handling,shipment and installation of components. 7.Desgn:sumes adequate dreinem,is provided. February 10,2017 9.This design is furnished subject to the Nmitallona set forth by B.Plates shag be boated on both faces of truss,and placed so their center TPVWICA In SCSI.copies of which corp be Nmlahed upon request. linea coincide bath lobt center lines. 9.Digits indicate size of plate m Inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For bads connector plate design values see ESR-1311,ESR-1999(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 10.5" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting WEBS: 2x4 KDDF STAND system and components and cladding criteria. LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POE (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=1.6, M-1.5x9 or equal at non-structural End vertical(s) are exposed to wind, vertical members (uon). LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Note:Truss design requires continuous bearing wall for entire span UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 4-06-12 0-03-12 4 T 4 12 6.00 M-1.5x3 0 Alligill 0 I N N mi o 4 5 M-3x4 M-1.5x3 l l 4-10-08 v`,t,O PRQP ss �(�5rN �'9 �e 4' 9200p v JOB NAME : 60—B POLYGON — D4 Scale: 0.6010ii tr. r� . WARNINGS GENERAL NOTES, unlessotheed.e noted: 1 Builder and erection contractor Mould be advised of all General Notes 1.This design is based only upon the parameters shown and M for an Individual 7 OREGON`+"'N "V Truss: D4 and Warnings before mnatrudion commence., building component.Applicability of deelgn parameters and proper .a} Nt, 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the bonding designer. r1'4 -7.1' 1/t 2.O p�'t" 3.Addblonel temporary bracing to Insure stability during construction 2.Design aaeumea the top end bottom chords to be laterally braced at Ll 1 a'1' lathe responsibility of the erector.AtldftlonsI permanent bracing of 2 r.c,end at 10'sc.respectively unless braced throughout Meir length by .` ' DATE: 2/9/2017 the overall structure la the responsibility f the buildin de 2u Impact sheathing such l b acinpNwg re meed n ere s and/or drywaN(BC). ,{:�al J[ il.. o g signer. 3.2s Impact bridging or kteral brectng required where Mown++ SEQ.: K2 8 3 8 9 7 6 4.No load should be applied to any component unto after all bracing and 4.Installation of truss Is the raapansiblity of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina nonconoe ve environment, design loads be applied to any component. end are for"dry condition of use. TRANS I D: LINKa.Deaign assumes inn bearing at al supports shown.Shim or wedge it X Cis 5.CampuTrue has no control over end assumes no responsibility forth. necessary. ll..�� q EXPIRES:S.. 12/31/2017 fabrication.handling,shipment and installation of at 10th rds, 7.Design assumes adequate drainage is provided. February I O,20�7 5.This design Is furnished subject to the limitations set forth by B.Plates shall be located on both races of truss,and placed so their center TPLWTCA in SCSI,sepias or which MIN be furnished upon request. Ines coincide with joint center lines. 9. igits Indic.te size MITek USA,Inc./CompuTms Software 7.6.B(1L} O E .pa,bask connector platef ptinches. design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 4'— 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #105TR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1SBTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=19.eft, TCDL=9.2,BCDL-6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MNFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=1.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 19-102 or equal typical at stud verticals. 12 Refer to CompuTrus gable end detail for 4.00 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 3 -/ N N I r- . N /— m _� o� iiii M-3x9 9 1-00 4-00 p � D Pllp�k-0,0 44 4c' 89200PE fir" JOB NAME : 60—B POLYGON — El , Scale: 0.8892 ,- '""� WARNINGS: GENERAL NOTES, unless otherwise noted: 9 �� ,�: 1.Budder and erection contractor Mould be advised of all General Notes 1.This design Ia based only upon the parameters shown and Is for an Individual Truss: El and Warnings before conatructlon commences building component.Applicability of design parameters end proper i} 2.2x4 compression web bradng must be Installed where Mown*. Incorporation of component is the reepansibSty of the building designer. /y. "7 y 1�d 0 "�� 3.Additional temporary bracing to Insure stability during consiructbn 2.Design assumes the top and bottom chorda to be laterally braced at C,/ °i' ';') Ie the responsibility of the erector.Additional permanent bracing of 2 0.c and at 10 o c reapecas p y unless braced throughout their length by (+.s� 10- DATE:: 2/9/2017 the overall structure a the responsibility of the building designer. continuous sheathing such as ptywood sheethhp(TC)and/or tlrywaN(BC). (y 3.2x Impact bdtlgag or lateral bracing required where shown•. SEQ.: K2 S 3 8 9 7 7 4.No load should be applied to any component until alter all bracing end 4.Installation of buss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design saeumea trusses are to be used Ina non-corrosive environment, TRANS I D: LINK design bads be applied to any component. and are for"dry condition.of use 5.CompuTrus has no control over and mums no responsibility for the a.Design assumes full bearing at al auppona shown.Shim or wedge If EMI RES: 1 2/r].d/AO y. fabrication,handling.shipment and Installation of components. Designnecessassumes s CJif_I flC.ti3 If JIJL 8. shaibeeaadedon onmagetepmussed.n February 10,2017 B.This design Is furnished aubjed a me limitations set forth by S.Plates shall be located on both feces of inns,and dared so their Umar TPNMCA in SCSI,copies of which will be Nmlehed upon request. lines coincide with joint renter lines. MiTek USA.Inc./Com uTrus Software 7.6.8 1 L 9.Diggs Indicate sire of pate In Inches. P ( )-E 10.For bask connector pate EeNgn values see ESR-1311,ESR-1888(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 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) 36 2-4=(0) 0 BC: 2x9 KDDF #16.BTR SPACED 29.0" O.C. 2-3=(-99) 22 TC LATERAL SUPPORT <= 12"OC. DON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX BORZ 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 PSF 0'- 0.0" -57/ 333V 0/ 97H 5.50" 0.53 KDDF ( 625) 3'- 9.2" 0/ 47V 0/ OH 5.50" 0.07 KDDF ( 625) LL = 25 POP Ground Snow (Pg) 4'- 0.0" -93/ 103V 0/ OH 1.50" 0.16 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. 4.00 D BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed= 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.015" @ 2'- 5.4" Allowed = 0.215" MAX TC PANEL TL DEFL = 0.019" @ 2'- 5.4" Allowed = 0.322" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.000" @ 3'- 11.2" MAX HORIZ. TL DEFL = -0.000" @ 3'- 11.2" 3 -, Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, If (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, AlTruss designed for wind loads uT in the plane of the truss only. ti r 0 N I - - m O 22>-‹: 9..>-<.... M-3x4 l l l 1-00 PROVIDE FULL BEARING;Jts:2,4,319-00 �� ; 0 N 9 ' 44.1 '� 89200PE JOB NAME : 60-B POLYGON - E2 , � . Scale: 0.8845 41a� . It WARNINGS: GENERAL NOTES, :dew otherwise noted al-yr OREGON 40 1.Builder and erection contractor Mould be advised of ad General Notes 1.This design Is based only upon the parameters shown and is for en individual Truss: E2 and Wamin s before construction commences. building component.Applublliy of design parameter.and proper 2.2s4 compression web bradng mud be installed where shown+. Incorporation of component is the reepandbgey of the building designer. .�.h A/y' 1� iQ 3.Additional temporary bracing to insure etabiBy during construction 2 Design assumes the tap and bottom chortle to be latently braced at �.l 1 tea,�. is the reapanabiNty of the erector.Addglenal permanent brecIng of 2 e.c.and at 10 o.c roepecMvely anises braced throughout mak length) Wd R,1�+ {V� continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). L DATE: 2/9/2017 the overall structure is the responsibility of the building designer. 3.Zs Impact bridging or lateral bracing required nMro Mown++ SEQ.: K2838978 4.No bad should be applied to any component until spar all bradng end 4.In Installation Is the espoWbuleryya thew�noeetnodror. fasteners ere complete and at no time should any loads greeter then a assumese usses of use. nment. TRANS ID: LINK design bads be applied to any component. g.endder outwits bearing at supports shown.Shim or wedge If 5.CompuTrus has no control over and assumes no responsibility for the necessary. II,� .I EXPIRES 121 1./2017 febdcetlon.handling.shipment and Ind/illation of components. 7.Designassumes adequate drainage Is provided. February IO,201 7 8.Thle design Is furnished espied to the limitations eel forth by 8.Plates shall be located on both faces of truss,and placed so thelr center TP WOTCA In BCSI,copies of which will be famished upon request. Anes coincide with Joint center lines. MITek USA,Irtc./Com Tors Software 7.6.801.)-E 8.Dlelb Indicate sire of plate In Inches. W7.For t bask connector plate design values sea ESR-7377,ESR-1888(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.9" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF R1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 94 2-4=(0) 0 BC: 2x9 KDDF 816BTR SPACED 24.0" O.C. 2-3=(-88) 32 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 92.0 PIP 0'- 0.0" -100/ 404V -18/ 79H 5.50" 0.65 KDDF ( 625) 1'- 10.9" -49/ 56V 0/ OH 1.50" 0.09 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.9" 0/ 34V 0/ OH 5.50" 0.05 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 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 = -0.011" @ -1.- 6.0" Allowed = 0.150" MAX TL DEFL = -0.013" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" 1-11-11 MAX TC PANEL LL DEFL = 0.004" @ 1'- 0.8" Allowed = 0.114" T f MAX BC PANEL TL DEFL = 0.005" @ 1'- 9.1" Allowed = 0.205" MAX BC PANEL TL DEFL = -0.005" @ 1'- 11.9" Allowed = 0.205" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 8.00 y MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. ._,. Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, ,' Truss designed for wind loads ' in the plane of the truss only. 0 co o r- 0,oI oI [ -/ / 3x4 l . 1 1-06 3-11-15 (PROVIDE FULL BEARING;Jts:2,3,4 I (, -! 89200PE c" JOB NAME : 60-B POLYGON - J1 Scale: 0.7016 ,cwt �" WARNINGS: GENERAL NOTES, unless ethanolse noted: 7 OREGON Je 1.Builder and radio contractor should be advised of as General Notes 1.TMs design Is based only upon the parameters shown and Is for an IndlcWud / A-OR GO w `(,/ Truss: Ji and Warnings before construction commences. building component Applicability of design parameter,sod prsp.r 4. 4,,,� 2©� �-�'s 2.2e4 compreSal web bracing moat be installed where shown+. Incorporation of component Is the responsibility of the building designer. :'/'L 14 V 3.Additional temporary bracing to Insure etabilky during construction 2.Design assumes the top end bottom chores to be IaterallY becod at �./ ,p� Is me responsibility of me erector.Additional permanent bracing of 7 o c end et 10 o c.respectively unless braced throughout their length by �RIO- DATE: I�` V DATE: 2/9/2017 me overall structure la me responsibility of the building designer. 24Impacontinuous sheathing such as adng redwrood airedsheathere)ovel+/or drywal(BC). Ay 1r 4p4" 3.2x Impact bridging or latent bredng required where Mown++ SEQ.: K2838979 4.No nee should be applied to any component until after e8 bradng and 4.Installation of buss Is the responsiblmy of the respective contractor. fasteners are complete and at no time should any mads greater man 5.Design assumes hisses are to be used Ina noncorrosive environment, design loads be applied to any component end are for"dry condition"of use. TRANS I D: LINK 5.compaT ua has nocontrol over end assumes no re Ponelb lm form. 6.Design assumes foil bearing at aN supports shown.Shim or wedge If EXPIRES: 12/31/2017 febricstlon,handling.shipment end Installation of components. 7.Design assumes adequate drainage is provided. February 10,2017 8.This design is furnished subject to the limitations set forth by 8.Plates shag be located on both faces of truss,and placed so their center TPWWTCA In SCSI,copies of Mach MID be furnished upon request. Anes coincide with joint center Imes. 9.Digits indicate size of plate In Inches. MiTek USA,Irw./ConlpuTrus Software 7.6.8(1L)-E 10.For bask connector plate design values see ESR-1311,ESR-1985(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.9" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&13TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 94 2-9=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-91) 57 TC LATERAL SUPPORT <= 12"OC. SON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -81/ 418V -33/ 120H 5.50" 0.67 KDDF ( 625) 3'- 9.2" 0/ 98V 0/ OH 5.50" 0.08 KDDF ( 625) LL = 25 POP Ground Snow (Pg) 3'- 11.9" -47/ 101V 0/ OH 1.50" 0.16 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 24 "oc spacing. ' BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL-L/180 12 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.011" @ -1'- 6.0" Allowed= 0.150" 8.00 MAX TL DEFL = -0.013^ @ -1'- 6.0" Allowed= 0.200" 3 MAX TC PANEL LL DEFL = 0.029" @ 2'- 5.4" Allowed- 0.277" MAX TC PANEL TL DEFL = 0.028" @ 2'- 5.4" Allowed= 0.415" SEASONED LUMBER IN DRY SERVICE CONDITIONS '' MAX HORSE. LL DEFL = -0.000" @ 3'- 11.2" MAX HORIZ. TL DEFL= -0.000" @ 3'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, r- (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, I o Truss designed fox wind loads 1 in the plane of the truss only. rn 7- 0 I I 1111111 4► M-3x4 l 1 1 1-06 3-11-15 'PROVIDE FULL BEARING;Jts:2,4,3' �,�go PRopEss V 40 ` 89200PE: -9 JOB NAME : 60-B POLYGON - J2 Scale: 0.7197 tl 1:4- WARNINGS: GENERAL NOTES, unless otherwise noted: I. OREGON / 7.Bulder and erection contractor ehculd be advised of all General Notes 7.This design Is based only upon the parameters shown end Is for en individual Ij 1+VV((�1l 11 1 VV ..., Truss: J2 end Warnings before construction commences. building component.Applicability of design parameters and proper �+w -a+�49 F�y Z.2x4 compression web bracing must be Installed whore shown. Inoorporetion or component Is the responsibility of the building designer. <0 ,{A 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bosom chords to De laterally bread al �l 1 W Is the responsibility of the erector.Additional permanent bracing of 7 o.c.end at 7tl o e reepedNey unless braced throughout theft length by a.a DATE: 2/9/2017 the overall structure is the responsibility of the building designer. co Impact ridat laterlbacich as ng requiredd where s)end/or tlrywaR(BC) RIO- y g 3.2a Impact bridging or lateral bracing wnera mown.. a Cl f r SEQ.: K2 8 3 8 9 8 0 4.No load Mould be applied to any component until ager all bracing and 4.Installation of truss Is the reeponsibiliy oldie respedNe contractor. fasteners are complete and at no lime should any loads greater than 5.Design assumes wars ere M be used In a nonconoeNe environment, TRANS ID: LINK design pads be applied to any component and are for condition"of use. 5.CompuTrua has no control over and aaeumee no responsibility for the B.Design assumes N1 bearing at all supports shown.Shim or wedge If EXPIRES: 12/34/2017 fabrication,handling, eery. shipment and installation of components. T.Design assumes adequate drainage is prodded. February 1 0,201 7 B.This design Is furnished subject to the limitations set forth by B.Plates shag be located on both faces of truss,and placed so their center TPIIWICA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. uTrus Software 7.6.8(1L}E 9.Digits indicate sin of plate In Inches. MiTek USA,Inc./Com P70.For basic connector plate design values see ESR-7377,ESR-7988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 4-00-00 GIRDER SUPPORTING 16-00-00 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cpl=1.00 TC: 204 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-124) 114 1-4=(-47) 51 2-4=(-152) 158 BC: 2x6 KDDF #160TR 2-3=( -13) 6 WEBS: 2x4 RODE STAND LOADING LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 4'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. DON. BC UNIF LL( 175.0)+DL( 139.0)= 314.0 PLF 0'- 0.0" TO 4'- 0.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -155/ 783V -46/ 91H 5.50" 1.25 RODE ( 625) Single member as shown. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 4'- 0.0" -173/ 729V 0/ OH 5.50" 1.17 KDDF ( 625) Hangers attached to the bottom chord REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. will have 1.5" max" nail penetration. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. "* For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.026" @ 2'- 1.7" Allowed= 0.231" 3-08-04 0-03-12 MAX TC PANEL TL DEFL = 0.024" @ 2'- 1.7" Allowed= 0.346" I T 1 'f' SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 8.00 MAX HORIZ. LL DEFL = 0.000" @ 3'- 8.2" MAX HORIZ. TL DEFL = 0.000" @ 3'- 8.2" Design conforms to main windforce-resisting M-1.5x3 3 system and components and cladding criteria. Wind: 140 mph, h=20.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, t End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. o 0 0 nil Ell 1 O�1 CJI 0 I 0 I 1 iM '* 4 0 M-5x10 M-3x8 . l l 3-08-04 0-03-12 l l 4-00 _ <p ``O p R OpFss 89200PE r" JOB NAME : 60-B POLYGON - JGIRD Beale: 0.5977 >.�`' r ,•~-,' {y--- • WARNINGS: GENERAL NOTES, unless otherwise noted llif OREGON /a1 1.Balder and erection contrador should be advised of al General Nates 1.This design Is based only upon the parameters shown and Is far an Indivlduel V I�i V'V *_. ""{J Truss: JGIRD and Wamings before construction commences. building component.Applicability of design parameters and proper �t A L a Ab 2.2a4 compression web bredng must be Installed where shown+. Incorporation of component is the responsibility of the building designer. .'b '7)' 1 4 ?,0 k "�- 3.Additional temporary bracing to Insure stebillty during consiruclbn 2.Design assumes the lop and bottom chords to be latenny braced et �./ Is the respenslMNty of the erector.Additional permanent bracing of 7 ob.and at 13 a.c.respectively unlace braced throughout their length by � �� DATE: 2/9/2017 ne overall structure S the ra sibin or the building deal continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). (� spa" Y ng gner. a 2a Impact bridging or Sterol burning required where drown++ SEQ.: K2838981 4.No bad ehouw be applied to any component until aver all bracing and 4.Installation of truss is the responsibility of the respectNe contractor. fasteners are compete and at no One should any loads greeter then 5.Design&times trusses are to be used Inc noncormerve environment. design loads be applied to any component. and ere ler"dry condition"of use. TRANS ID: LINK 5.Command has nocontrol over and swum.noresponsibility for the 5.Design assumes fun bearing at al supports shown.Shim or wedge If EXPIRES: 12/31/2017 eessry. fabrication.handling,shipment end installation of components. 7.Designassumesbee laded on botage to trussded., February 10,2017 S.This assign Is furnished wb)ed to the limitations set forth by 8.Plates anon be located an both rasa am,sa,and placed so nab timer ry TPIMRCA in KV,copies of which we be furnished upon request. lines coincide with joint center lines. 9.MiTek USA,Inc./Compu7rus Software 7.6.8(1L)-E to.Digits f For connectorlailate In nches. plate design sign velues see EMI 311.ESR-1888(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 11.9" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 94 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-78) 25 TC LATERAL SUPPORT <= 12"OC. DON. LOADING BC LATERAL SUPPORT 0= 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: 18.0" 0.0" TOTAL LOAD = 42.0 POP 0'- 0.0" -124/ 430V -18/ 79H 5.50" 0.69 KDDF ( 625) 1'- 9.2" -73/ 96V 0/ OH 5.50" 0.07 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.6" -19/ 41V 0/ OH 1.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 1COND. 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/160 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.011" @ -1'- 6.0" Allowed = 0.150" MAX TL DEFL = -0.013" @ -1'- 6.0" Allowed = 0.200" MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.0" Allowed = 0.054" 1-11-10 MAX TC PANEL TL DEFL = 0.003" @ 1'- 0.0" Allowed = 0.171" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 8.00 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 -e load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. � f M-3x4 l l y 1-06 1-11-15 'PROVIDE FULL BEARING:Jts:2,4,31 (] ry 414 89200PE��"�NE. . 9 89200PE JOB NAME : 60-B POLYGON - SJ1 41101 . LL Scale: 0.7100 WARNINGS: GENERAL NOSES, unless otharMee noted: # OREGON l"(']f•E/'h/"iA1 4 1.Builder and erection contractor should be addled of ail General Notes I.This design is based only upon the parameters shown end M tar an mdivldual )/ Vfl C�71✓(V Truss: SJl and Warnings before construlen cammencee buildingcomponent.Applicability of design parameters and proper 11, {�A 2.2x4 eompresion web bredng must be Installed where shown a. Incorporation of component is the respansibglly of the building designer. < 3' 14 v1 t 3.Addflonal temporary bracing to insure atabilty during construction 9 Design assumes the top end ballon cholas to be blenlly braced al o.c.and at 10 o c rospedNaty unless braced throughout their length W la the responsibility of the erector.Additional permanent bracing of v continuous sheathing such as plywood sheathing(TC)and/or drywsf BC). E R IO- DATE: 2/9/2017 the overall structure is the responsibility or the building designer. 3.94 Impact budging or lateral bracing required where shown•• SEQ.: K2 8 3 8 9 8 3 4.No load should be applied to any component until ager all bracing and 4.Installation of truss is the re.ponsibulty of the respective contractor. fasteners ere complete and at no time should any loads greater than 5.Design assumes Trusses ere to be used Ina non-corneaNe environment, TRANS ID• LINK design loads be applied to any component. ene..rorayaandnlan slue.. 5.Com WTrus has no control over and assumes no responsibility for the necessary. E Degnn assumes NI bearing at ail supports shown.Shim or wedge If EXPI RES:. 12/31/2017 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is prodded. February I 6.This design Is furnished bled to the limitations set forth by S.Plates Mall be located on both faces of truss,and placed so their center .IO,20M17 TPW✓TCA m BCS'.wpbs or which will be furnished upon request. lanes coincide vdlh joint center lines. P.Digitsindicateinceppllatein inches. MITek USA tnc./Com uTrus Software 7.6.8(1L)-E 7D Fortaint connector nrfpplate design values see ESR-1311,ESR-1988(Mlle k) Symbols Numbering System A General Safety Notes j PLATE LOCATION AND ORIENTATION 3 Center late on oint unless x, 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 1 /4 offsets are indicated. y I I (Drawings not to scale) Damage or Personal Injury =MIN Dimensions are in ft-in-sixteenths. �� Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal orX-bracing,is always required. See BCSI. 2. Truss bracing must be designed by an engineer.For 0-116" iLlIPPAIlibio0: wide truss spacing,individual lateral braces themselves ❑ may require bracing,or alternative Tor I MIII-Kilt ❑ bracing should be considered. ■_ 3. Never exceed the design loading shown and never OU stackmaterialsoninadequatelybracedtrusses.4 Provide copies of this truss design to the building ~ C7-8 C6-7 C5-6 or O designer,erection supervisor,propertyowner and For 4 x 2 orientation,locate BOTTOM CHORDS all other interested parties. plates 0- 4'from outside edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each - This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint - required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available In MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE 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 i� Indicated bysymbol shown and/or SYP represents values as published specified. �i Y by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. NMEINIEr reaction section indicates jointMailMlin number where bearings occur. 17.Install and load vertically unless indicated otherwise. INN Min size shown is for crushing only. -0, 18.Use of green or treated lumber may pose unacceptable 11.:.----. r._ environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. isnot sufficient. BCSI: Building Component Safety Information, Mi20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, TekANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013