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Plans (381) ‘N‘f\ -‘74:0- Cco s - r ��n� ‘‹ k MiTekt* MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL1 5-3 2_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 ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. ONGLNE ",5> /p tt 87022PE r 9 -7 cn , �'2, OREGON ribltr� C? � $ER 1 � as 4. HERR 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 ANSI/TPI 1. Job Truss Truss Type Qty Ply POLYGON R44048196 PL15-32_MAINOW 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 ISD:iivAp M Qj6GkN OGM21 MwR LN M Ezou9e-fidD9i LcnsUTJP_idya BwG N V GsAKhuj HxoY5Zd2ZhmC 1 1-0-0 1 v8r 11-2 0 I ICh8 "1 Scale=1:37.2 3x4= 4x4= 3x4 = 3x4= 3x4= 3x4 = 354= 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 e 36 35 34 33 32 31 30 29 28 27 26 25 24 3x4= 4x5= 356 FP= 3x5= 355= 3x5= 3x4= 3x4= 355= 355 = 4x5= 3x4= 1.5x3 SP= 3x5= 13-6-0 I 12-4-0 1�11I 21-9-12 I 12-4-0 7-0 7-0 8-3-12 Plate Offsets(X.Y)- [28:0-1-8 Edge].[29:0-1-8 Edge] LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) Udefl lid 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 Ina 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 hE 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=3968/0,1415=3968/0,15-16=3422/0,16-17=3422/0,17-18=-260510, 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=0/4084,28-29=0/3968,27-28=0/3721,26-27=0/3048,25-26=0/2072,2425=0/773 WEBS 13-29=114/284,14-28=-341/0,2-36=-1082/0,2-35=0/967,4-35=-850/0,434=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 REO PR QEF attached to walls at their outer ends or restrained by other means. �G s LOAD CASE(S) Standard �� GINE • d'ja1- 87022P i 7 Kt>, ORGON �'L�4 'O:.EF4:ie,.`or0s EXPIRES:06/30/2015 March 18,2015 4 I 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 responsibility of the Bj R.7'�i66.:- erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding BYB ! fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safely Infonnailon available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 i"fte,c Hoighl`(`A 05610 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 MiTek Industries,Inc.Wed Mar 18 10:59:14 2015 Page 1 ID:ivpMQj6GkNOGM21MwRLNMEzou9e-7vBbM2MEYAcKwZZvAf9QSTweYFYbQLFQARIe64zZhmB I 2-6-0 I I 1-9-12 11 1-2-0 11 1-5-0 1 Scale=1:26.4 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 3x4 = 1.5x3 II 1 2 3 4 5 6 7 8 i „---------- 1------------------- . -4444114444411.- - O N . — --miquiliw- ..._,. 1> 13 12 11 10 9 3x4= 3x6= 3x6= 1.5x3 II 1.5x3 II 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)— [6'0-1-8 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 Ina YES WB 0.47 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (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 -\�1/4,, D PR�F�`rS 4c* 8 • 2P j,41.4 r r 5.y � ti Ay4,..),; OREGO � �� Os, A HNP EXPIRES:06/30/2015 March 18,2015 ti ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. k. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicabitfy 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 IXE R fabrication,quality control storage,delivery,erection and bracing,consult ANSI/TPII Qualfy Criteria,DSS-89 and SCSI Building Component 7777 Greenback Lane Safety Intormalion available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heighfc CA A5810 Job Truss Truss Type Qty Ply POLYGON R44048198 PL15-32_MAINOW F03 Floor 5 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Mar 18 10:59:14 2015 Page 1 I D:i vp M Qj6 G kN O G M21 MwR L N M Ezou9e-7 V B b M2 M EYAcKwZZVAf9Q STwg C FckQ Pg QAR I e64zZhm B I 2-3-0 1 1 1-2-0 110-5-4 1 2-6-0 I Scale=1:20.8 1.5x3 I I 3x4= 1.5x3 113x4= 1.5x3 II 3x4= 1.5x3 I I 1 2 3 4 5 6 7 / No e —e e is 12 11 10 9 3x4= 1.5x3 I I 3x4= 3x6= 3x4= I 2-6-0 1 3-1-0 1 3-8-03- 8 11-11-12 I 2-6-0 0-7-0 0-7-011-1-8 9-2-4 Plate Offsets(X.Y)— [2:0-1-8.Edge],j10:0-1-8 Edge] LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) Udefl Lid 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 Ina' YES WB 0.25 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:54 lb FT=0%F,0 hE 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 �p'V PRQp �c'`-',7 sf0. 9 4t 87022PE j' Ni -7 4,GREG N qd,44/' R , jBER1Ni \ �a -19 vi EXPIRES:06/30/2015 March 18,2015 m NI®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MlI-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 'fiis for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of theM TI1r K' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/T111 QuaI9y Criteria,DSB-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 Citrvc Hei0htc 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?hSi6f0Z9vtaP51 CeWzZhmA 2-0-12 1 3x4= 5 2 1.5x3 II Scale=1:8.8 0 0 N 5 x Y X ? K 4 3 1.5x3 II 3x4= 2-3-12 I 2-3-12 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) 1/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(fiat) 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. (lb)-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) �Rti) PR Ore 87022PE t (P ccstv 'o), OREG•N $' �1I Cbs. 8ER \,i;\ A He EXPIRES:06/30/2015 March 18,2015 A ®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 M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. �M 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 R. fabrication,quality controL storage,delivery,erection and bracing,consult ANSI/TPI1 QualIy Cr terfa,058-89 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 ranrc Height,CA 9561n Job Truss Truss Type Qty Ply POLYGON R44048200 PL1532_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 ID:ivpMQj6GkNOGM21MwRLNMEzou9e-XUsj?406r5_un1 HUsni746YD9TbVdgwtsPWliOzZhm8 11-0-0 I (I-6-13 r '-?-0 1W0 Scale=1:37.3 3x4 = 3x4 I I 4x4= 4x4= 3x4= 3x4= 4x4= 3x4= 3x4= 3x6 FP= 3x4= 3x5= 3x4 II 1 2 3 4 375 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 / \ / N /\ id / NZN / N, ./N9 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 21-9-12 Plate Offsets(X Y)- 11:Edge.0-1-8J j30'0-1-8.Edgej.[31:0-1-8.Edgej LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/defl 1./d 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/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. (Ib/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(lb)or less except when shown. TOP CHORD 2-3=-1823/0,3-4=-1823/0,4-37=-3326/0,5-37=3326/0,5-6=-3326/0,6-7=-0391/0, 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=396810,15-16=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=0/971,34-35=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=-1118/0,434=0/987,6-34=785/0, 6-32=0/707,7-32=-398/0,8-31=-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 ,R,,,cO PR 05F attached to walls at their outer ends or restrained by other means. cs 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 �Ca iAGI NEe =� down at 6-6-0 on top chord. The design/selection of such connection device(s)is the responsibility of others. �C? Qin 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 LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 n, Uniform Loads(plf) N /1 Vert:24-36=-5,1-23=50 5. n-0 OREGb .5�� Concentrated Loads(Ib) ,c� O Vert 7=360(B)37=104(B) r 413 [ER 1 EXPIRES:86/30/2015 March 18,2015 I f ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.02/162015 BEFORE USE. am Design valid for use only with MiTek connectors.Thu 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/TPll Quality Cateria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Cimr's Heightc,CA osatn Job Truss Truss Type Qty Ply POLYGON R44048201 PL15-32_MAINOW Foe FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Wed Mar 18 10:59:18 2015 Page 1 I D:ivpM Qj6GkN OGM21 MwRLNM Ezou9e-?gQ6CQ PIcO61P BsgPVD MdJ4Ntt2F MGd053GsFrzZhm7 2-0-12 I 1 3x4= 5 2 1.5x3 II Scale=1:8.8 0 N 1y } K 4 3 1.5x3 II 3x4= 2-3-12 2-3-12 LOADING(per SPACING- 1-0-0 CSI. DEFL. in (loc) I/defl 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 Ina 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(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=99/Mechanical,3=129/Mechanical FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)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 3-1 Od(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) t,GINE ›.0 870 2PE 7 �^0, OREGON n Q41/ '" &ER � SA HRt EXPIRES:06/30/2015 March 18,2015 � I WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. �r Design valid for use only with Milek 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 'R is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1 fabrication,quality control storage,delivery,erection and bracing,consult ANSI/TP11 Quality Criteria,DSB-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 rams Hnyhfq re 45610 Job Truss Truss Type Oty Ply I POLYGON R44048202 PL15-32_MAINOW F07 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul t 1 2014 MTek Industries,Inc.Wed Mar 18 10:59:18 2015 Page 1 ID:ivpMQj6GkNOGM21MwRLNMFzou9e-?gQ6CQPIcO61PBsgPVDMdJ4QKt1 HMGz053GsFrzZhm7 I 1-2-12 I 2-6-0 I 1 1.5x3 11 2 3x4 = 3 1.5x3 II Scale=1:8.7 III 111 III 4ljI .ri1l1PIil III 0 N ardle MI ,L ISM 5 M 3x4= 3x4 = 9-1-8I 3-11-12 I 1_g 3-10-4 LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/defl Ltd 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/TPI2007 (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 <cSO - Rt. PR Q 144 'V 8 • 2PE (_r i , IV y '0,j, ©REGO q9 9, ' 4IBER \5 �. ©S A. HA EXPIRES:06/30/2015 March 18,2015 • it ®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 Mirek connectors.This design is based only upon parameters shown,and is for an individual building component. M1111 Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown �l� is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the �l'B� e�R• erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control storage,delivery,erection and bracing.consult ANSI/T911 Qualify Criteria,DSB-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 ' r:itrcn HoightS.CA A561n Job Truss Truss Type Qty Ply POLYGON R44048203 PL15-32_MAINOW F10 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s.1111 11 2014 MiTek Industries,Inc.Wed Mar 18 10:59:20 2015 Page 1 I D:ivpMQj6GkNOG M21 MwR LN M Ezou9e-x3Ysd5Q?80 NTeUO3XwGgiliAnbgkPg9PJYNIzJjzZhm5 11-0-0 I 0--1r1 1-2-f1 1 P-7-01 Scale=1:36.9 4x4= 1.5x3 II 1.5x3 II 1.5x3 II 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 B 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 0 e N i \ /'X i& ��/ -\e � ® 17 ♦•♦♦♦♦♦♦♦♦♦♦♦♦♦ *, 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= I 21-9-12 21-9-12 Plate Offsets(X.Y)— [1:Edge.0-1-8].[28:0-1-8.Fttge] 129'0-1-8.Edgej LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) l/defl 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 Incr 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. (lb)- 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. 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)219 Ib down at 15-3-8,and 66 lb C.V PR Ore down at 17-8-0 on top chord. The design/selection of such connection device(s)is the responsibility of others. �Cj NG[N ' - /Q 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). C:+ LOAD CASE(S) Standard CC 87022P- r 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:24-36=7,1-23=67 ' ' Concentrated Loads(Ib) ?y >-. Av Vert:19=-66(B)16=-219(B) 'dam OR (1t7I�j tid <(! On s A. HECk EXPIRES:06/30/2015 March 18,2015 a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mr1-7473 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 on individual building component. ApplicabiNty of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown 11111 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the IXE-tpr�, erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delvery,erection and bracing.consult ANSI/TP11 QuaBly Criteria,DSB-B9 and BCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 cenw Height`OA 956in Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/q" Center plate on joint unless x,yI 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property ( (Drawings not to scale) Damage or Personal In u offsets are indicated. g ry MINDimensions are in ft-in-sixteenths. illik 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. MIIIIIMEIRMIIIIIIM 2. Truss bracing must be designed by an engineer.For 0 A 6' 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tort 3111. 10IN .. bracing should be considered. O � = O 3. Never exceed the design loading shown and never �—� O U stack materials on inadequately braced trusses. o_ 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate O c�-a C6-7 cs a designer,erection supervisor,property owner and plates 0 ''U' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each — This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint — required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available In MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unlehallss n t exceese noted,d 19%attimleture content of fabrication.f lumber 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 specified. 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. I Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. tilliNO reaction section indicates joint Ellamilialli number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. ►—. IMIIIIIIII1M11 18.Use of green or treated lumber may pose unacceptable P.L.----4 environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPII: 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 is not sufficient. DSB-89: Design Standard for Bracing. • ieko BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.02/16/2015 MTek� lot MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-32_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 1 section 6.3 These truss designs rely on lumber values established by others. �tiR�O PROPe ENGINE fig 2 ` • 87022PE yr N y fi-0j, OREGON eP OWN C, FMaER 1� , OS A. HE��P EXPIRES:06130/40 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 ANSUTPI 1. Job Truss Truss Type Qty Ply POLYGON R46497338 PL15-32_UPPER F01 FLOOR 31 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Feb 05 12:42:52 2016 Page 1 , g8.�p0�� ID:5u v3gEKOkyU3yKt6jOVEBzp9O5-BJxZSDAVY0102y9k_h3V21n2mul8VzQIEzrvcWVzo9Un 00� ---1 1 1-2-0 1 a1 10.6ii 1 1-2-0 i l 1-1-6 11_1_1-0_1-0 1 1-2-0 11 1-2-8 1 1-2-0 1 Scale=1:37.3 3x4= 3x4 II 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 B \o o/ ° o_ o o e °NAo�_ e m 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= }- 15-4-14 19-0-121 I 14-2-14 1 b-7-0b-7-0 I 12-5-142 15-7-0 5-7-0 I 71-9-122-9-0 I 14-2-14 Plate Offsets(X,Y)- f1:Edde,0-1-81,115:0-1-8,Edoel,117:0-1-8,Edgel,118:0-1-8,Edoel.120:0-1-8,Edael,125:0-1-8,Edgel,f32:0-1-8,Edge) LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.59 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 Incr 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 kE 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, 8-9 634/0,9-10=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=2939/0,20-21=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 9,0 PR OFF attached to walls at their outer ends or restrained by other means. tS �,S-1- .�G'iN�F'4 sip29� 87022PE cn CV 7 AT OREG•N ti5) 4/ 9O F,I.j8 ER \\ �Q �S A. HES"` EXPIRES:06/30/2017 February 5,2016 I I ®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 Kielce)connectors.This design is based only upon parameters shown,and is for an individual building component,not t 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 MiT eke is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quail).Criteria,D51-89 and SCSI Building Component 7777109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heiahls.CA 95610 Job Truss Truss Type Qty Ply POLYGON R46497339 PL15-32 UPPER F02 FLOOR 4 1 Job Reference(ootionap Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Feb 05 12:42:53 2016 Page 1 ID:5u_v3gEKOkyU3yKt6jOVEBzp9O5-fW VxfZB7JK9tg5kwYObkaVVKGpl81EVNRTdaT8yzo9Um I 1-3-0 I I 1-2-0 I I 2-5-14 I I 1-2-0 I I 1-0-5 1 1 1-2-0 I I 1-5-13 I Scale=1:18.1 3x4= 3x4= 3x4= 1 2 3 4 5 6 7 3x4= 8 • • • • • 0 o a o • e o 1/7/ 0 N , 7 N o e o e o o e e e • 16 15 143x4= 13 12 3x4= 11 10 0 3x4= 3x4= I 1-6-0 12-1-0 1 2-8-0 21918 5-4-13 15-11-13 1 6.6-136�&� 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 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)— 12:0-1-8,Edge1,14:0-1-8,Edge1,f6:0-1-8,EdgeL 17:0-1-8,Edcie1,t12:0-1-8,Edue1,114:0-1-8.Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 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(Ib)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. co�� �NG(NEF'Y ,�2 87022PE 91' N N - SAT OREG•N rf,: ALL 9C-, ��BER �1 OS A. Heck EXPIRES:06/30/2017 February 5,2016 4 I pill. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE 5111-7473 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 properly incorporate the design into the overall building design. Bracing indicated n to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Crtlena,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heiohts.CA 95610 Job Truss Truss Type Qty Ply POLYGON R46497340 PL15-32_UPPER F03 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., -Beaverton,Oregon 7.530 s Jul 11 2014 Mitek Industries,Inc.Fri Feb 05 12:42:54 2016 Page 1 I D:5u_v3q EKOky U3y Kt6j0VEBzp905-7i2JNC14dIkIFJ7566z7jsN7iQ UzuhbiH KOh0zo9U1 I 2-3-0 I I 1-4-0 1 1 1-2-0 1 1 1-11-14 1 1 1-2-0 110-7-101 Scale=1:27.6 3x4 = 3x4= 3x4= 3x5= 3x4= 1 2 3 4 5 6 7 8 9 10 e a e o a o 11.11.1.11.1.11.111.1111.11.1. e - 9 e 1 17 16 15 14 13 12 3x4 = 3x6= 3x5= 3x5= 3x4=- 15-4-14 15-4-14 I 10-10-0 111-50112-0-01 14-2-14 )49-141 I 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,V)- 16:0-1-8,Edge1,18:0-1-8,Edge1,19:0-1-8,Edgel,114:0-1-8,Edge1 LOADING(pst) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft L/d 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 IBC2012/TP12007 (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=-1907/0,4-5=-2289/0,5-6=-2289/0,6-7=-1934/0,7-8=1934/0,8-9=-764/0 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=-046/0,8-13=-345/0,9-12=0/495,2-18=1257/0,2-17=0/834,4-17=-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. ��co� AG Nr�FR s4� 2 44 87022PE 9r yN P- N �At, OREG N ti� LQc! '5OMFaER ,� V. OS A. HES ' EXPIRES:06/30/2017 February 5,2016 0 a itio—. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MI67473 rev.10/03/2015 BEFORE USE. Design valid for use only with M7elO 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 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 properly damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quardy Criteria,DS8.89 and ICS!Bonding Component Sure 109 Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Cerus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46497341 PL15-32_UPPER F06 Floor 1 1 Job Reference Motional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Feb 05 12:42:54 2016 Page 1 ID:5u_v3gEKOkyU3yKt6jOVEBzp905-7i2JtvCl4dlkIFJ7566z7jsP4iS9zxJbiH KOhOzo9Ul 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 _ -ea o _� 4 N iirio!ralli.. Abb. O 1 13 12 11 10 9 3x4= 3x6 = 3x6= 1.5x3 II 1.5x3 I I 3x4= 13-8-12 I 12-6-12 ,3-1-12 1 15-5-5 1 12-6-12 0-7-0 0-7-0 1-8-12 Plate Offsets(X,Y)— 16:0-1-8,Edge1,f7:0-1-8,Eddel LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) 1/defl lid 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(tlat) 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. <c\j% P R pFFss Cz�co �\AGINEFr4 /o �, 2 87022PE / 7 N ,cv SAT OREGO ti� 4UW �O �M$ER Al .O OSA He'i EXPIRES:06/30/2017 February 5,2016 4 111.1111=1®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 Welt®connectors.This design is based onlyupon parameters shown,and is for on individual building component,not 111 1p 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 a to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing N iek' 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/1P11 Quality Criteria,DSS-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Sure 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46497342 PL15-32_UPPER F07 FLOOR 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek industries,Inc.Fri Feb 05 12:42:56 2016 Page 1 I D:5u_vSq EKOkyU3yKt6jOV EBzp9O5-35A41aD?bFYRXZTV DX8 R CBylaV94Roeu9bp75Hzo9Uj �� 9-6'1 1-2-0 I I 1-1-0 I I 1-3-0 I I 1-2-0 I I 1-0-5 I I 1-2-0 I I 1-4-5 I 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 o • • e N . N e m - 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,0-1-81.114:0-1-8.Edgel,117:0-1-8,Edgel,119:0-1-8,Edgel,[20:0-1-8,Edgel.125:0-1-8,Edael,129:0-1-8,Edael • LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) 1/defl Ud 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(lb)or less except when shown. TOP CHORD 2-3=1119/0,34=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 17-26c-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. ti�ED P R Ork. 2N_7 ,-.. -FR 1 /02,r 87022PE -7 Al, GREGSN '1°O� Ay ,� 'Q �' BER 1 �S A. HER41p., EXPIRES:06/30/2017 February 5,2016 e a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. mill - Design valid for use only with M7eki connectors.This design is based only upon parameters shown,and is for an individual buildingm coponent,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 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/TM Qualify Criteria,DSB-89 and BCSI 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 PL1532_UPPER 01 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 Mirek Industries,Inc.Fri Feb 05 12:42:58 2016 Page 1 I D:5u_v3gEKOkyU3y Kt6jOVEBzp9O5-?TlgiGFG7so9mtcu KyAvHZ1?OJllvplAdvl Eg9zo9Uh 1 1-2-13 11 1-2-0 11 1-0-5 11c_. 2,___10 �� 0- -f 1 1-2A 1 -j Scale=1:37.1 3x4= 3x5= 3x4= 5x5= 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4= 3x4= 3x4=3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 1617 18 19 20 21 22 23 24 25 •j/% R e o ®NH • a e m 9 r(r0 1 e lobe /fie \ /•\ /•\ /\ /\ /\ /•\ /\® oN [ .' 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 21-9-12 Plate Offsets(X,Y)- f2:0-1-8,Edoel,f3:0-1-8,Edae1,(5:0-1-8,Edgel.19:0-1-8,Edge1,125:0-2-0,Edoel,136:0-1-8,Edge)139:0-1-8.Edgel LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in floc) Udefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 IC 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.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 2400F 2.OE(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=1517/0,34=-3106/0,4-5=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=3620/0,14-15=3620/0,15-16=3191/0,16-17=3191/0,17-18=3191/0, 18-19=2622/0,19-20=2622/0,20-21=1915/0,21-22=1915/0,22-23=-1069/0, 23-24=1069/0 BOT CHORD 41-42=0/1517,40-41=0/1517,3940=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 241=0/498,3-40=747/0,4-39=751/0,5-38=523/0,2-42=1852/0,3-39=0/2152, 24-26=888/0,24-27=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. ��G E0 P R 0E4. 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 F attached to walls at their outer ends or restrained by other means. �Ga NGI NEE , 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. C? �' R 2 The design/selection of such connection device(s)is the responsibility of others. �� $7(} 2 PE 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=1.00U) Uniform Loads(plf) � T N Vert:2642=5,1-25=50 7 Aj, OREGON (-P,,44/ Concentrated Loads(lb) 'p( /�Q R \y Vert:6=-339(B) E OS A. HO; EXPIRES:06/30/2017 February 5,2016 e if ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE IMI-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTekm 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 desimgn into the overall ��B '` budIYf ding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing i lT 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/TPI1 Quality Criteria,DSI-89 and SCSI Building Component 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 R46497344 PL15-32 UPPER G2 FLOOR GIRDER 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Feb 05 12:42:59 2016 Page 1 ID:5u_v3gEKOkyU3yKt6jOVEBzp905-UfsCwcGuuAw001 B4u isgnaKdjF_eERKrZ1 nMczo9Ug I 1-6-0 I 1-4-8 I I 1-2-0 I I 2-5-14 I I 1-2-0 I I 1-0-5 I I 1-2-0 I I 1-5-13 I Scale=1:21.4 6x8= 5x6 II 5x6 II 4x6 II 1 18 2 3 4 19 5 6 7 8 9 e e e • • e ® e e • e • e o a e � • e „7.,— e e \ �N • e • • I` /ISAx�7 16 155x6 II 14 135 II 12 11 0 6x8= 4x6 II 4x6 I I I 12-6-0 I 12-6-0 Plate Offsets(X,Y)— 14:0-3-0,Edge1,15:0-3-0,Edgel,16:0-3-0,0-0-01,17:0-3-O,Edgel,18:0-3-0,Edgel,111:0-3-0,0-0-01,113:0-3-0,Eduel,115:0-3-0,Edgel.116:0-3-0,Edgel LOADING(pst) SPACING- 1-4-0 CSI. DEFL. in (loc) 1/defl Lid 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 Inc( 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 �.ftf�[} P R OFF 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 t5' Uniform Loads(plf) ���`�� \AG'NEF,Q c4/02-9 Vert:10.17=7,1-9=-67 Concentrated Loads(Ib) <IC 870 2PE Vert:2=-1159(F)18=-350(F)19=204(B) N CV y SAT OREGO /r,D zu 9�, FMBER \1 '4 OS A. lie,, EXPIRES:06/30/2017 February 5,2016 A ®WARNING.Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE NII-7473 rev.10/03/2015 BEFORE USE. Mil 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 verity the applicability of design parameters and property incorporate this design into the overall MiTek' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiT 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/4P11 Quality Criteria,051-89 and SCSI Building Component Suite 109 Safely Inforrnaion available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Ory Ply POLYGON R46497345 PL15-32_UPPER G4 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Feb 05 12:42:59 2016 Page 1 ID:5u_v3gEKOkyU3yKt6jOVEBzp905-ljfsCwcGuuAw001 B4ufi8gnaCAjJmeJJKrZ1 nMczo9Ug 1-2-4 1 3x4= 5 2 1.5x3 II Scale=1:8.6 O 7 4 3 1.5x3 II 3x4= 1-5-4 I 1-5-4 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) Udefl Ud 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 Incr NO WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (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. (Ib/size) 4=364/Mechanical,3=237/Mechanical FORCES. (Pb)-Max.Comp./Max.Ten.-All forces 250(Pb)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:3-4=5,1-2=-50 Concentrated Loads(Ib) Vert:5=-529(F) PROp co NG)NEFR /o, 29 4:to 870 2PE C\-‘411, OREGO O1� BER OS A. HE'ik EXPIRES:06/30/2017 February 5,2016 WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/032015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not 1- a truss system.Before use,the bulding 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 Milek' 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 7777 Greenback Lane /rPIl Qu aWy Criteria,DSB-89 and BCSI Building Component Suite 709 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 /4 3 " Center plate on joint unless x,y 6-4-8 dimensions shownnot intto ft-in-sixteenthsscaleFailure to Follow Could Cause Property I (Drawings ) a Damage or Personal Injury offsets are indicated. g MINIDimensions are in ft-in-sixteenths. liNik Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. 2. Trubmbdesigned by awide ss truss spacing,racingust individuale lateral bracesnengineer.themselvesFor Q.1/16' 4 may require bracing,or alternative Tor I obracing should be considered. O 3. Never exceed the design loading shown and never �-� !.. A o_ U stack materials on inadequately braced trusses. Provide copies of truss to the p_ his ldin For 4 x 2 orientation,locate O C7-8 c6-7 C5-6 4 designer,erectiontsupervisorr,property owner and plates 0-142'from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint - required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MITek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,not exceed 19%atmoisture fabrication. onf lumber shall PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC E$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 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. I Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTeke All Rights Reserved approval of an engineer. *MEMO reaction section indicates jointMIEllm611111 I= number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. 1.11...74II)I 18.Use of green or treated lumber may pose unacceptable �_ environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. MiTek: BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 mit MiTeW 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 K2838983 My license renewal date for the state of Oregon is December 31,2017. ����p PROFe. �NGtNEfih� (t' 89200PE sr' 4OREGON -1)- 142' %?-} R1LL6 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 24 "oc spacing. TC: 2x9 ROOF 41613TR LOAD DURATION INCREASE = 1.15 SPACED 29.0" O.C. Design conforms to main windforce-resisting BC: 204 KDDF #16BTR system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. DON. LL( 25.0)I-DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 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 fox wind loads in the plane of the truss only. LL = 25 PSF Ground Snow (Pg) 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-102 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. 8-00 8-00 1' 12 I I M-9x9 WHEN A FLAT BOTTOM CHORD GABLE TRUSS SUPPORTED ON TOP OF A BEARING WALL SETS NEXT TO SCISSOR TYPE TRUSS(ES), 8.00 V A HINGE TYPE CONNECTION WILL BE CREATED BETWEEN THE TOP PLATE OF THE BEARING WALL AND THE BOTTOM CHORD OFT E 3 GABLE TRUSS.THIS IS DUE TO THE LACK OF THE LATERAL BRACING PROVIDED BY RIGID CEILING AT THE HINGE TYPE CONNECTION 0'p POITRUDUS TY R ILAATNGCONNECTION III Ps IT Tc OMPSSETENT ESIGNER PROFESSIONAL ADVICENO MUSTRESPONSIBILIBE OBTAINEDFOTHE RELATIVE DESGNOF TO THETHE DESIGNTERL OF BRACING THE ADEQTOUHEATEHILATERAL BRACING TO THE HINGE TYPE CONNECTION. lki 12 Q 8.00 r o t A41 I o 0,r10-71 O M-3x9 M-3x9 y 1-06 y 16-00 �1Lk INE�C`e�`> krC�` ©1'S1 :9200P r- 011, 111;; JOB NAME : 60-B POLYGON - Al / Scale: 0.4209 r WARNINGS: GENERAL NOTES, urleaaotherwisenoted � OREGON (,V�. 1.Budder and erection contractor Mould be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual / v Truss: Al and Warnings before constrsdion commences building component Appllcablety of design parameters end proper 'l Incorporation of cemponent is the responsibigy of the building designer. F"'/O 4! 14, ZOO y. 2.254 compression web bracing must be installed Where shown+. 2.Design assumes the lop and bottom chords to be laterally braced at V ` 1�"� 3.i lb al temporary bracing to Insure NabllI p during construction g 2'o.c.and et 10 o.c.rsu:vnvety unless braced throughout their length by rr Y N the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood ahealhing(TC)and/or drywall(BC). '�R:,VA- DATE: 2/9/2017 the overall structure la the responsitAW of the building designer. 3.2s impact bridging or lateral bracing required where shown++ SEQ.: K2 8 3 8 9 6 6 4.No toed should be applied to any component until after all bracing and 4.Installation of truss la the responsibility of the respective oontrador. fasteners are compete and al no time should any loads greater than S.Design assumes trusses ere to be used ins non-corrosive environment, TRANS ID: LINK design loads be applied to any component. end ere for"dry ondtilon"ol use, 5.CompuTrus has no control over and assumes no reapomidltiy for the 6.Design assumes N8 bearing at asupports shown.Shim or wedge if EXPIRES:. 12/31/201 1 7 Y. i fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. February O,20 1/ 7 6.This design is furnished subject to the limitations set forth by S.Plates shall be looted on both faces of buss,end placed so their center TPIMyfCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sire 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 and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 16'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 94 2- 8=(-393) 1177 3- 8=(-262) 283 BC: 2x9 ROOF #14BTR SPACED 29.0" O.C. 2- 3=(-1436) 427 8- 9=(-240) 941 8- 9=(-122) 833 WEBS: 2x9 KDDF STAND 3- 4=(-1129) 226 9- 7=(-198) 572 8- 5=(-229) 237 LOADING 4- 5=( -935) 215 5- 9=(-430) 174 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIP 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 = 92.0 PSF OVERHANGS: 18.0" 0.0" LL = 25 POP Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA cc 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. IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 8-00 8-00 MAX LL DEFL = -0.011" @ -1'- 6.0" Allowed = 0.150" T ,( . 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" I 1 1 1 f SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 12 8.00 M-9x6 8 00 MAX HORIZ. LL DEFL = 0.036" @ 15'- 6.5" MAX HORIZ. TL DEFL = 0.057" @ 15'- 6.5" 4.0" 4 47_,. Design conforms to main windforce-resisting IR system and components and cladding criteria. 111441044 Wind: 140 mph, h=21.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1,6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 _M-3x4 ,, AIOAIhillihh.. e M-5x8 ,...4,1\ M-1^5x3 M-3x4 al r , r aillial o = 90 7 0 1 M-3x4 0 M-5x6 ..4.00 4.00 12 12 1 1 1 1 7-06-07 6-09-09 1-08 1 1-06 1 7-04-12 1 6-11-09 1 1-08 1 ��t p PROFF" 1 16-00 1 'co NGVN �',�i '/i?, ` 89200PE r JOB NAME : 60-B POLYGON - A2 . /, ,, -- Scale: 0.3198 �� . WARNINGS: GENERAL NOTES, unless otherwise noted 7 OREGON fa, 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual V!l Gi,�V'V tom, ='V Truss: A2 and Warnings before construction commences. building component.Applicability of design parameters and proper Y^ 2.2 4 compression web bracing ea be maned where shoos e. incorporation of component ie the responsibility of the bwlding designer. fr -4/y 14 2.0 -��` 3.Additional temporary bracing to Insure stability during construction 2 Design sesames the lop and bottom chords to ca lelerelly braced at ire�,. by is the responsibility of the erector.Additional permanent bracing or 7 o.c. vt ri eaICC hino.crespectively unless bread throughout they length). SFA A 11-\-- DATE: - p continuous sheathing such as plywood air et Rhere s own and/or•drywnti(BC) +Cw \r DATE: 2/9/2017 the overall structure is me reeponaeAiry of the building designer. 3,2a Impact bridging or lateral breang required where mown.. SEQ. : K2 8 3 8 9 6 7 4.No load should be applied to any component until alter all bracing and 4.Installation of Imss is the responsibility of the respective contractor. fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive enWrenment, TRANS I D' LINK design Weds be eppIRd to artycomponent. and an.tsr"ary condition"of use. 5.Gam Tma hes no control over end sesames no responsibility for the 6.De Cgn assumes Ng bearing at all supports shovm.Shim or wedge if spone m ry. EXPIRES: 12/31/2017 fabtlostion,handling,ehipmeet end Installation of vomPenents. 7.Design ssennr.s sdequats drainage Is podded February 10,2017 6.This design is furnished subject to the limitations set lonh by S.Plates shall be located on both faces of truss,and placed so their center TP VWTEA in SCSI,copies of which nIl be famished upon request. lines coincide vAth joint center lines. 9.Digits indicate size of plate in inches. Wee USA,Inc.ICompuTrus Software 7.6.8(1L)-E t0,For basic connector plate design values see ESR-1311,ENR-IB88(Mack) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&8TR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 94 2- 9=(-177) 2230 9- 3=( -77) 702 BC: 2x9 KDDF #1&BTR; SPACED 29.0" O.C. 2- 3=(-2832) 346 9-10=(-175) 2220 3-10=(-819) 102 2x6 KDDF #1613TR B1 3- 4=(-2003) 314 10-11=(-134) 1262 10- 9=(-306) 191 WEBS: 2x9 KDDF STAND LOADING 4- 5=(-1952) 915 11- 7=(-323) 2517 10- 5=(-271) 931 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2766) 328 5-11=(-112) 1775 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3017) 390 11- 6=(-253) 260 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=) 0) 94 OVERHANGS: 18.0" 18.0" LL = 25 PSF Ground Snow (Pg) ADDL: TC UNIF LL+DL= 69.0 PLF 9'- 0.0" TO 6'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M-1.5x4 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 5Q.IN. (SPECIES) vertical members (uon). 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/ OH 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 GOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. I REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/150 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.011" @ -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 = 1.906" 11-00 / 11-00 / MAX LL DEFL = -0.011" @ 23'- 6.0" Allowed = 0.150" / 1 I 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 T 4126# ' ' 1' 1' MAX HORIZ. LL DEFL = 0.057" @ 21'- 6.5" 12 12 MAX HORIZ. TL DEFL = 0.135" @ 21'- 6.5" M-5x6 8.00 7 Q 8.00 M-1.5x4 6.0" Design conforms to mai n windforce-resisting M-3x5 ,f-..17,:( M-3x5 system and components and cladding criteria. 11 Wind: 140 mph, h=22.9ft, TC DL=9.2,BC DL=6.0, ASCE 7-10, M-3x5 P (All Heights), Enclosed, Cat.2, Exp.B, CEMWERS(Dix), M-1. x M 1.5x9 load duration factor=1.6, M-3X5 Truss designed for wind loads ,' M-3X5 in the plane of the truss only. M-1.5x4 F�II `' M-1.5x3 I M-2.5x4 or equal at non-structural diagonal inlets. M 335 -AM ,: Truss designed for 4x2 outlookers. 2x4 let-ins M-3x6 same size of the s and grade as structural top chord. Insure tight fit at each end of let-in. _/ ''°e Outlookers must be cut with care and are °e permissible at inlet board areas only. 11 -M-6x6 M-3x6 rro0r . Al .-01 . A..1111.11111111110 9 10 I M-3x6 M-1.5x3 M-6x10 0 o .G34.00 4.00 Cs- 12 .12 12 ), y ♦7z9# l l y 4-00 3-08 6-11-04 7-04-12 y1-061 7-08 y 6-11-04 l 7-04-12 y1-061 ,�Co �(y1(VE,�. �%., 1 22-00 1 89QQFgE " JOB NAME : 60-B POLYGON - B1 Scale: 0.2283 A �'�� ow^"'a 1,OruerGENERAL lin is b, uMeup nth.aralae "�L/� OREGON OC !1��w ji 1.WARNINGS:and erection conirador should be advised of all General Notes 1.This N O I.based only upon en parameters shown and la for an individual RE 4J 4/ Truss: B1 and Warnings before construction commences. building component.Applicability of design parameters end proper 2.204 compression web bracing must be Instated where shown+. Incorporation of component la the responstbAAy of the building designer. 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the lop and bottom chores to be laterally braced at H the responslbldty of the erector.Additional permanent bracing of 7 o.c.and et 70 c.c.respectively unless braced throughout their length by G"R' �� continuous sheathing such as ptyweed sheathing(TC)ant/or drywa8(BC). rDl DATE: 2/9/2017 the overall structure la the responsibility of the building designer. 3.2a Impact bridging or lateral bracing required where.hewn•• C E K2 8 3 8 9 6 8 4.No load should be applied to any component until ager all bracing and 4.Installation of buss Is the responsibility of the respective conkedor. Q' ' fasteners are complete and at no lime should any roads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, design loads be applied to any component. end Cr.for"dry condition"of use. TRANS I D: LINK 5.CompuTrus Ms no control over and assumes no responsibility for the 6.Design assumes Ng bearing at all supports shown.Shim or wedge If EXPIRES 12/31/2017 2/31/201 7 fabrication.handling,shipment end bNNbtlon of components. 7.Dss�gn assumes adequate drainage is prodded. February 10L,21t01_17f1G t3 LI' 7 1 6.This design Is faniab•d eub)•d to the limitations set forth by Q Plates shag be located on both faces of truss,end placed so their center TP WOTCA in SCSI,copies of which Abe furnished upon request. lines coincide with)Dint center lines. 9.Digits Indicate aloe of plate In Inches. MITek USA,Ifrc./Co puTrus Software 7.6.8(1L)-E 10.For beak connector plate design values see 550-1311.556.198E(Mick) 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 9109TR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 94 2- 8=(-126) 875 3- 8=(-396) 327 BC: 2x9 KIDS' #108TR SPACED 24.0" O.C. 2- 3=(-1185) 269 8- 9= 389 WEBS: 2x9 KDDF STAND (-134) 784 8- 4= 28(- 5) 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 PSF 5- 6=(-2193) 466 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 94 TOTAL LOAD = 42.0 PSF 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" -184/ 1095V -184/ 184H 5.50" 1.75 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 22'- 0.0" -184/ 1095V 0/ OH 5.50" 1.75 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. IC OND. 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 = -0.085" @ 19'- 7.3" Allowed = 1.054" MAX TL DEFL = -0.141" @ 14'- 7.3" Allowed = 1.906" 11-00 11-00 MAX LL DEFL = -0.011" @ 23'- 6.0" Allowed = 0.150" fMAX TL DEFL = -0.013" @ 23'- 6.0" Allowed = 0.200" SEASONED LUMBER IN DRY SERVICE CONDITIONS 7-06-04 3-05-12 5-03-09 5-08-07 T f ,I T 1' MAX HORIZ. LL DEFL = 0.059" @ 21'- 6.5" 12 12 MAX HORIZ. TL DEFL = 0.097" @ 21'- 6.5" 8.00 M-9x6 Q 8.00 9 0" Design conforms to main windforce-resisting 4 4:_,y system and components and cladding criteria. JL44444 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 M-1"5x3 in the plane of the truss only. 3 M-1"5x3 d� 9 M-5x6 r M-3x9 o tAlliAlli r r� ea V 8 ! o i o M-3x4 M-5x6 d 9.00 4.00 12 12 p y 1-06 y 7-08 y 6-11-04 y 7-04-12 1-06 y `�.,<<, �t.n We 22-00 c? �' 0 4 89200PE JOB NAME : 60-B POLYGON - B2 /" -// Scale: 0.2533 0,141 t�esrs WARNINGS: GENERAL NOTES, unlessotherwisethe ar noted: ' , OREGON t.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 individual F fl 'V Truss: B2 and Warnings before construction commences. building component.Appikabllty of design parameters and proper 2.De compreslon web brodng must M Installed where shown e. Incorporation of component la the rotponstbAfty of the building designer. /, y 14 '- �.. ," 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap and bottom chortle to be laterally braced at .a Is the responsibility c/tM erector.Additional permanent bracing of 2 o.c and at 70 o.c.respectively unless braced throughout melt length by //,/J�� �� DATE: 2/9/2017 me overall structure b the responsibility continuous sheathing such as plywood sheathing(T0)and/or drywafl(BC). ^�e of the building designer, 3.2x Impact bridging or lateral bracing required where shown t• SEQ.: K2 8 3 8 9 6 9 4.No ball should be applied to any component until after all bracing and 4.Installation of trues Is the responsibility of the respective contractor. fasteners are compete and at no time should any loads greater than 5.Design assumes trusses era to M used d a non-cornnte environment, TRANS ID: LINK design dads be applied to any component. and are for Idly condition"of use. 5.CompuTrua has no control over and assume.no re.ponsibil*y for the e.Design assumes NA bearing at sit supports shown.Ohm or wedge if EXPIRES:. 12/rj /20 17 fabrication,handling,shipment and dstalhllon of components. 7.necessary.Design sasumes adequete 2/3 6.The design is furnished subject to the limitations set forth by 8.PlaesnaMA be boated on both ifaces of truenage is s,eand placed so their center d. February 10,2017 TPWSICA in SCSI,copies of which wtfl M fumehed upon request. Anes coincide with Joint center line.. Wick USA,Inc./Com uTrus iL Software 7.6.8 E 9.Digits Indicate elze of plate In inches. p ( )• to.For basic connector plate design values see ESR-1311,ESR-1888(Wok) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cit=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 94 2- 8=(-138) 1006 3- 8=(-291) 251 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=1-1258) 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"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIE 5- 6=(-1258) 273 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 94 TOTAL LOAD = 42.0 PSF 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) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -184/ 1095V -184/ 184H 5.50" 1.75 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 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 floc 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" 11-00 MAX LL DEFL = -0.011" @ 23'- 6.0" Allowed= 0.150" 11-00 MAX TL DEFL = -0.013" @ 23'- 6.0" Allowed= 0.200" ` 1 1' 1' SEASONED LUMBER IN DRY SERVICE CONDITIONS 1 5-08-07 5-03-09 5-03-09 5-08-07 1' 4 T .f I MAX HORIZ. LL DEFL = 0.014" @ 21'- 6.5" MAX HORIZ. TL DEFL = 0.023" @ 21'- 6.5" 12 12 M-4x6 8.00 p Q 8.00 Design conforms to main windforce-resisting 4.0" system and components and cladding criteria. 4 .y-,y JL\ 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 r- O rte •� +r 0 8 9 O I M-3x9 M-3x9 M-3x5(5) M-3x9 M-3x9 i 0 I 1 ci ci ci 7-05-10 7-00-12 7-05-10if y cO P R O/ 1 !l C l y 12-00 10-00 1 l . c:23,A, Rif'MN ,, , ' 1-06 22-00 1-06 /-4c- 89200PE JOB NAME : 60-B POLYGON - B3 !� .--• ' Scale: 0.2533 -41, WO tr ,w WARNINGS: GENERAL NOTES, union otherwise noted OREGON [/;.: 1.Balder and erection conhader Mould be addend of all General Notes 1.This design Ie based only upon the parameters shown end Is for an Individual Truss: B3 and Warnings before construction commences. building component.Applkabillly of design parameter.end proper Incorporation , 14 ��� 42.204 comproesion web bradng must be Installed where shown+. Incorporonon of component Is Me reopens/My or the building assigner. 7 3.Addllonal temporary bracing to insure stability during construction 2.Design assumes the top and bosom chords to be laterally bread et N the reaponsibl f the erector.Additional permanent bracing of T o i and at i V hb,rsuch as anises braced throughout their length by l"`FIE1 IO- DATE: lb/" continuous t IT o..such tI plywood s braced throu and/or drywaA(th b 1([�� 2/9/2017 the overall structure Is the responsibility or the building designer. 3.Sn loped bridging or lateral bracing required where shown++ SEQ.: 2 8 3 8 9 7 0 4.No Mad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respectla contractor. fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, TRANS ID^ LINK design pads be applied to anycomponent. end are mr"dry condition"of use. 5.CompuTnG has no control over end assumes no responsibility for the 6.Design assumes NM bearing at all supports shown.Shim or wedge If EXPIRES 12/31/2017 31 ry. fabrication,handling,shipment and IIbnaticn of components. 7.Design assumes adequate drainage I.provided. February 1 0,201 7 6.This design le furnished subject to thee limltatlona tit forth by S.Plates shall be located on both races ofail,hand placed as their center TPW4TCA In BCSI,copies of which will be furnished upon request. ines winkle with joint center lines. 9.Digits Indicate site of plate In Inches. MiTek USA,lnc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see EBR-1311,ESR-1888(MITak) This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 22'— 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 29 "or spacing. TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. VON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=22.9ft, 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 = 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. 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 T 1 12 I I M-4x4 WHEN A FLAT BOTTOM CHORD GABLE TRUSS SUPPORTED ON TOP OF A BEARING WALL SETS NEXT TO SCISSOR TYPE TRUSS(ES), 8.00 [7' 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 N11 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. • IIIIIL o *'' ,, O I M-3x5(5) o M-3x9 M-3x9 y 12-00 y 10-00 y X13 PROpF 1-06 22-00 icy 4.•. G�NE''9 s/q0. 89200PE re JOB NAME : 60—B POLYGON — B4 Scale: 0.3158 WARNINGS: GENERAL NOTES, untess noted: 7 ,�OREGON i Truss: B4 1.Builder and erection contractor should be advised of all General Notes I.This designia based only upon the parameters shown and Is for an Individual f OREGON py * {orf and Wamlrps before construction commences building componentAppllcobllNy of design parameters and proper L+' A T' 2.2x4 compression web bradng must be Installed where shown+. Incorporation of component is the responsibRty of the building designer. �/'y A A©` �� 3.Additional temporary bracing to Inure stability during construdbn 2.Design assumes the top end bottom chords to be IaNnIN braced M �.f R_ ai' f+ Is the responsldAty of the erector.Additional permanent bracing of T o.c.and a110'c c.respectively unlace braced throughout their length by 41 ',I �� DATE: 2/9/2017 the overall structure is the responsibility of the building designer. 3.2,Icocontin ed bridging uous g or such ripping required Mindsheatwere sand/or drywaA(BC). fT�w por lateral bracing required where shown++ SEQ.: K2 8 3 8 9 71 4.No bad should be applied to any component until after all bradng and 4.Installation of buss Is the responsibility of the respective Contractor. fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID LINK design loads be applied to any componam. end are lam dry condition"or n•. EXPIRES: I 5.CumpuTrus has no control over and assumes no responsibility for themcess8.Design assumes NI bearing at all supports Mown.Shim or wedge If Gv 1 p� �1'. 12/31/2017. febrlcatlsn,handling,Mipmenl and Installation of components. 7.Design ssumea adequate drainage is provided. February 10,2017 til 8.This design is furnished subied to the limitations set fodh by 8.Plates shah be located on both faces of truss,end placed so their center TPINOfCA in SCSI,copNs of which will be furnished upon request. linea coincide with joint center lines. uTrus Software 7.6. 1L E 5.Digits indicate size of plate in inches. MiTek USA,Inc./Com P 8( )• 10.For basic connector plele design values see ESR-7311,ESR-1988(MWTak) M I This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 6'— 8.5" IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. SON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=20.3ft, TCDL=4.2,BC DL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PIF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 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 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 1 Q 8.00 IIM-4x4 3 ,4i I-77,1M-3x4 1 l l ceo 1-00 6-08-08 PR Opt �c4. \� t. ,S' /may ct- 89200PE- JOB NAME : 60—B POLYGON — Cl . Scale: 0.5968 JA . WARNINGS: GENERAL NOTES, udssa otherwise noted. �� ON /r 1.Budder end erection contractor Mould be advised of all General Notes t.This design H based only upon the parameters shown and h for an individual `0I Truss: Cl and Warnings before construction commences. building component.Applkablllty of design parameters and proper 4. cif }' f 4 Q�� �� 2.2x4 compression web bracing mast be installed where shown«. h arporation of component Is the responsibility enthe building designee i 3.Additional temporary bracing to mauve stability during construction 2.Design assumes the top and bottom chords be to be throughout braced al {]��T la the responsibility of the erector.Additional permanent bracing of T o c.and et 10 o s.BobrB.sly Mesa braced(TI)an ul their length by a.�D.I'a tie ty co tincts sheathing such as plywood heathing/7C)and%or drywad(BC). �+•I 4+ DATE: 2/9/2017 the overall structure is the responsibdiry of the building designer. 3.2r Impact bridging or lateral bracing required where Mown a« SEQ.: K2838972 4.Na wad Mould be applied to any component until after agbracingand 4. ganatoms asabealityydttin eereapedive oec contractor. fasteners are complete and at re time should any loads greater m5.Design and ment, nassumes are for"dry condition"of use. TRANS ID: LINK design bade be applied re any component. 6.Dealgnessumes MI bearing at all support shown.Shin or wedge if EXPIRES: 12/31 201 7 5.CompuTme has no control over and assumes no responsibility for the mtry, qr I t 1 fabrlcaaon,handling,shipment end installation of components. 7.Design assumes adequate drainage is provided. February 1�,2�17 e.This design Is furnished subject to the limitations sat forth by 8.Plates shag be waled on both feces of truss,and placed as their center TPUWICA In BC51,codes of which will be furnished upon request. linea coincide with told center lines. 8.Dips indicate size of plate in inches. MiTek USA,Inc./CompuTfus Software 7.6.8(1L)-E Ie For basic connector plate design vaWea see ESR-1371,ESR-1g88(Weld 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 #168TR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR 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"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=20.2ft, TCDL=9.2,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 = 42.0 PSF load duration factor=l.6, Truss designed for wind loads LL = 25 POP 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 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. 3 - 0 I 0 N 2 m oc o � ii iiiiiiiiiiiiiiiiiiiiiiiiiiii 4 1 M-3x4 1-04 4-00 � 44co � P�. ss��I" ct` 4.r. 89200P E JOB NAME : 60-B POLYGON - Dllift -. Scale: 0.8719 1 WARNINGS: GENERAL NOTES, unless otherwise noted OREGON�/?^pu /e, 1.Builder end erection contractor Mouid be advised of all General Notes 1.This design Is based only upon the parameters shown end Is for an IndividualCC p(ll ��..77 W I"1 t... "'V Truss: D1 end Wend before consw dlon commences. building componeet Applicability of design paremetere and proper ci A 2.2x4 congression web bracing musi be installed where Mown i. Incorporation of component is the reeponebRlty of the building designer. L<0 "7�' {�y a ©F 3.Additional temporary bracing to insure stability during construction 2 Design assumes the tap and bottom chords to be laterally braced et 1"Y �� Is the responsibility of the erector.Additional permanent bracing of 2'o.e.end al 1 G a.c.respectively unless bracedthroughout melt length by 1/14Fi1 \, continuous sheathing such as plywood sheathing(TC)and/or drywall/BC). ,L,71 DATE: 2/9/2017 the overall structure Is the responsibility of the building designer. 3.2a Impact bridging or lateral brodng required where Mown a a SEQ.: K2 8 3 8 9 7 3 4.No load should be applied to any component until after an bracing and 4.Imtelation of truss is the means/batty of the respective contractor. fasteners are complete and at no time should any loads greater than 5.ledge assumes trusses are to be used ina noncorrosive environment TRANS I D: LINK design loads be applied to any component end are for dry condition"of use. 5.CompuTrus Ms no control over and assumes no responsibility for the S.Designsary mea NA bearing at all suppons Mown.Shim or wedge If EXPIRES: V O)E�Cie. /r]1 Jh/11'3 fabrication,handling.shipment and installation of components. 7.ledge assumes adequate drainage is prodded. FebrUar)/10,2017 JI(L171.( a.This design Is furnished subject to the limitations set form by 8.Plates shall be located on both face of wss,end plead so their anter TPIANrCA in BCSI,copse of which will be furnished upon request. Knee coincide with joint anter lines. ches. MiTek USA,Inc./Com uTrus Software 7.6.6(1L E S For Digits ldeconndicete ec or platedf plate nignvel P )• 1.Por beak connector flats design veluas we ESR-7377,ESR-1888(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #14BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 67 2-4=(0) 0 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-73) 31 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"01. 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 PIP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 16.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -68/ 389V -13/ 78H 5.50" 0.62 KDDF ( 625) 3'- 9.2" 0/ 97V 0/ ON 5.50" 0.08 KDDF ( 625) ** For hanger specs. - See approved plans LL = 25 POE Ground Snow (Pg) 4'- 0.0" -43/ 102V 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 29 "oc spacing. 12 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 6.00 BOTTOM CHORD CHECKED FOR DOPSF LIVE LOAD. TOP MAX LL DEFL = 0.008" @ -1'- 9.0" Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 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 MAX NORIZ. 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), r1 load duration factor=1.6, o Truss designed for wind loads I , in the plane of the truss only. 0 Cd m o I 1111M11111A [ 1 -/ 0 20.41-11111 q M-3x4 l Jr Jr 1-044-00 IA,,, IrROVIDE FULL BEARING;Jts:2,4,31 cO PR GIp to`� +NGINE19 %'-S1 :920 PE ra JOB NAME •. 60-B POLYGON - D2 Scale: 0.7946 ! t; ' le Cr WARNINGS: GENERAL NOTES, untassotherwise noted. 7L OREGON X40 I.Builder and erection aoaraaor should be advised of all General Notes 1.Ibis design Is based only upon the parameters sham end Is for an Individual v(l vL '(/ Truss: D2 and Warnings before construction senor . building componentAppllwbllity of design parameters and proper �f r ©��� 2.2s4 compression web bracing must be Installed where shown+. Incorporation of component lathe responablity of the building designer, i6 `/ 1 4. 3.AddRlonal temporary bracing to Insure stability during construction 2.Design esaumsa the top and bottom Morris m be laterally brave et 1 Is the responsibility of me erector.Additional permanent bracing of T a5 ou sheathing f d o.crsuch ss sty unless braced(TC)an/rhelr lengln by 5�it 1 VA- DATE: { continuous elater l b ptyng e where s and/or drywaq(BC). 4 DATE: 2/9/2017 the overall structure to me responabluy or the building designer. 3.�Impact bridging or lateral bracing required where arawn++ SE K2 8 3 8 9 7 4 4.No load should be applied to any component until after all bradng end 4.Installation of truss Is the responsibility of the reepedtne contractor. 4• fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used Ina non-corrosive environment, design roads be applied many component. and are for•dry condition"of use. TRANS I D: LINK 5.campaTms has no control war and assumes no responsibility for the E Design assumes full bearing al ail supports shown.Shin,a,wedge If EXPIRES: 12/31/2017 necessary. fabrication,handling,shipment end imlalkalan of components. 7. gn assumes adequate drainage is provided. February 1 0,201 7 8.This design Is furnished subject to the limitations set form by 8.Plates shall be located on both faces of truss,and placed so their center TP WOTCA in BCSi,copies of which oil be fumhhed upon request. Aces coincide with holm center linea 9.Digits Indlwte size of plate In Inches. MITek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For best connector plate design values see ESR•1311,ESR-1988(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: 2x9 KDDF #15BTR LOAD DURATION INCREASE = 1.15 1-2=(-106) 77 1-9=(-48) 51 2-4=(-152) 152 BC: 2x9 KDDF #16BTR SPACED 24.0" 0.C. 2-3=( -10) 5 WEBS: 2x9 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)0014 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"0C. EON. DL ON BOTTOM CHORD = 10.0 POE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF CO- 0.0" -25/ 210V -35/ 88H 5.50" 0.39 KDDF ( 625) ** For hanger specs. - See approved plans 9'- 10.5" -32/ 199V 0/ OH 5.50" 0.32 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF 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 = 0.496" SEASONED LUMBER IN DRY SERVICE CONDITIONS 4-06-12 0-03-12 MAX HORIZ. LL DEFL = 0.000" @ 4'- 6.8" 1 T 1' 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=20.9ft, 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 forwind loads 411 in the plane of the truss only, m 0 01111 co N f- . '�'' O CD �. 4 / M-3x4 M-1.5x3 l l l 4-06-12 0-03-12 1 y 4-10-08 r p 4:(51/4F �R�� sf0 "444. 89200PE .vr" JOB NAME : 60-B POLYGON - D3 1 ,//N, -- Scale: 0.5645 /11,11111 `►�-+' ._ WARNINGS: GENERAL NOTES, unless otherwise noted. OREGON 40 I....and erection contractor should be advised of aI General Notes 1,this deAgn Is based only upon the parameters shown and N bran Individual 7J �f.,, a� Truss: D3 and Warnings before construction commences. building component.ApplkabSly of design parameters end proper V a"f �o1�1's� 2.2e4 compression web bracing moat be installed where shown+. incorporation of component h Me responsibility of the bullding designer, "1"0 Alvy 14 A 3.Additional temporary brash g to insure NebllAy during construction 2.Design assumes me top and bottom chortle to be Wend/braced al V'`''' ''R � "Y„ lathe responsibility of the erector.Additional permanent bracing of 2'continuous and et ea1Cr o c.rsuch a pNely unites braced throughout they length by 'I/�..` F.'0+ DATE: 2/9/2017 the overall structure lathe responsibility of buildingdesigner. continuousehgeminr suchlbacng required uire Wner.Asan"drywaM(BC). `Li7 y spoil gY o 3. Impact bridging is lateral bracing required where strove+ SEQ.: K2 8 3 8 9 7 5 4.No should re c be applied to any component until after all bracing and 4.Inetagslbn of truss b the responsibility of the respective contractor. fasteners are complete and at no time ehouM any bade greater than 5.Design aasumee trusses are to be used Ina nonoonoelvs environment, TRANS I D: LINK design bade be applied to any component. and are for dry condition"ewe. v 5.CompuTrue has no control over and assumes no reaponsibllity for the S.Design assumes NI bearing at all supports Mom.Shim or wedge If EXPIRES: 12/31/2017 2/31/201 7 necaseary. G/'11�. RGs7 C L7 7G fabrication.handling.shipment and Installation of components. 7.Design aawmea adequate drainage le provided. February 1 0,201 7 A This design is furnished subject to the hmtlatbns set form by 8,Plates Shag be boated on both faces of two,and placed so Meir center TPIMTCA in BCSI,copies of which wit be furnished upon request. Knee coincide aMh joint center linea 9.Dlgee indkale We of plate in Inches. MITek USA,Ina./CompuTrus Software 7.6.8(1L)-E 10.For bask connector plate design values see ESR-1311,ESR•1958(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 10.5" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF 016BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting WEBS: 2x4 KDDF STAND system and components and cladding criteria. LOADING Wind: 190 mph, h=20.4ft, TCDL=9.2,BC DL=6.0, ASCE 7-10, TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PIP load duration factor=l.6, End vertical(s) are exposed to wind, M-1.5x4 or equal at non-structural Truss designed fox wind loads vertical members (uon). LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 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 T T T 12 6.00 p M-1.5x3 0 -411114111111115 -, 0 1 N iiiI 0 4 5 M-3x4 M-1.5x3 l y 4-10-08 �C 0 PRQE eo ��5 Nay N ' 19 / - :9200P ..I JOB NAME : 60-B POLYGON - D4 / Scale: 0.6010 fir'. lli Cr NINGS:Bader. GENERAL hNOTES, uNaupotherwise im �/ OREGON�y 1i 1.Builder and erection contractor should be advised of aN General Notes 1.This design h based only upon the parameters shown end Is for an Individual L+ 4'V Truss: D4 and Warnings before construction commences. building component.Applicability of design peremeten end proper 2.254 compression web bracing must be Installed Where shown a. Incorporation of component is the neponsiblly of me building designer. 1 4 3.Additional temporary bracing to enure stability eluting construction 2.Design assumes the tap and bottom chords to be laterally braced el 1 b the responsibility or the erector.AddMbnal M bracing of 2 continuous and al l a ac.remit as py unless braced throughout endo mein length by IIII4�'�y permene conllmroua sheathkp such as plywood eheaming(TC)ardor drywal(BC). 1r DATE: 2/9/2017 the overall structure Is the reepondblsy of me building designer. 3.2x Impact bridging or lateral bredng required where shown« SEQ.: K2838976 4.No load should be applied to any component until after all tracing end 4.Installation ooftrtruss Iss the e er�babllty of Ince nosrespective veecontractor. fasteners are complete and at no the should any loads greater then5.Design g and are for"dry condition•or use. TRANS I D: LINK design bads be applied to any component. 8.Compnlns has no control over and.seam..no responsibility for the 5.Design assumes RI bearing at aN suupports shown.Shim or wedge It EXPIRES: 12/31/2017 hbdcaben,hendIng,shipment end Installation of components. 7.Watkins Design+sumes adequate drainage Is provided. February 10,2017 6.This design Is furnished subject to the ations sat forth by 8.Plates shall be located on both facet of truss,and placed so their center TPW,'ICA in SCSI,copies of which will be furnished upon request. Ines coincide with joint center lines. 9.Diggs Indloale size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E to.For Ileac connector piste design values see ESR-1317,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 9'— 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 #1EBTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. TON. LOADING Wind: 190 mph, h=19,8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, Truss designed for wind loads LL = 25 POP Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. M-1x2 or equal typical at stud verticals. 12 Refer to CompuTrus gable end detail for 4.00 "BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 3 —I N r o 2 1 to f ......dgigillIlIlall iriii I f 4 M-3x9 l 1 l 1-00 9-00 ��tp PROpen Li 89200PE r JOB NAME : 60—B POLYGON — El ..1 ter/p-�''" Scale: 0.8892 0 WARNINGS: GENERAL NOTES, unless otherwise noted 7 ,�OREGONN� fi(�' 1.Balder and erection contractor Mould be advised of ala General Notes 1.This design is based only upon the parameters shown and b ler an individual OREGON��1\ "V Truss: El and Warnings before construction commences. balding component.Applicability of design parameters and proper .a} �^ 2.204 comprasston web bracing must be installed where shown+. incorporation of component is the respontbaly of the balding designer. ` -1}' 14 �y V 3.Additional temporary bracing to Insure slabitity during construction 2.Design enemas me top and bottom chortle to be is erefly braced e1 r"F' r y by I.the responsibility of the erector.Additions'permanent bracing of 2'ntine.and et.a10 o n rnpactivply wood s eatNnraced throughout their r length). 'WE.`s,,, 1Q continuous Meatgor such l b.sing re air a where a erasion drywaA(BC). (y H1,141.A- DATE: 2/9/2017 the overall structure Is the responsibility of the building designer. 3.2(tinged bridging or lateral bndng required where Mown++ SEQ. : K2 8 3 8 9 7 7 4.No load should be applied to any component until after all bradng and 4.Installation st nation of truss isthe responsibility ibuNC In a nW spriGNee contractor. otor.environment, fasteners are compete end at no time Mould any loads greater man gn assumesbe destpn bads be applied to any component. and are tel"dry condition"of use. TRANS ID: LINK B.Design assumes MI bearing at all supporta shown.Shim or wedge it y ES 12n31/2 B.CompuTrus has no control over end assume.no responsibillly for the wry, EXPIRES: I L/J I fL 6 � fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage is provided. February 1 0 t 20 1 7 B.This design Is furnished subied to the limitations set forth by B.Plates anal be Faceted on both faces of teres,end placed so their center TPMA/TCA in SCSI,mpiee of which cell be furnished upon request. fines coindde v4th)Mint center Imes. 9.Digits Indicate size of plate In Inches. MITek USA,Inc./CompuTrus Software 7.6.8(1L)-E I0.For basic connector plate design values see ESR-1311,ESR-1988(MITek) 1 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x4 ROOF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-9=(0) 0 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-49) 22 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -57/ 333V 0/ 97H 5.50" 0.53 ROOF ( 625) 3'- 9.2" 0/ 97V 0/ OH 5.50^ 0.07 KDDF ( 625) LL = 25 PSF 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. ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. 9.00 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: 190 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads ut in the plane of the truss only. � f - - M I 1 o M-3x4 l l l 1-00 'PROVIDE FULL BEARING;Jts:2,4,314-00 1 44 89200PE �c JOB NAME : 60-B POLYGON - E2 Scale: 0.8895 ils WARNINGS: GENERAL NOTES, unless otherwise noted. # OREGON Js 1.Binder end erection contactor should be advised of al General Notes 1.This design is based only upon the parameters shown and b for an individual A,�OREGON V I V "{,/ Truss: E2 end Warnings before construction commanas. building component.Applicability of design parameters and proper z 2a4 compression web bredng men be installed where shown�. Incorporation of component is the responsibility of the building designer. // 4)y" 14 20 3.Additional temporary booing to Insure stebfty during construction 2.Design assumes the top and bosom(Monis to be lelerelty bread al �/j(/J��'`w y is the responsibility of the erector.Additional permanent bracing of 7 ntnuousc.and ashathingrsuch als plywood sheathing(TE)and/or dryvwl ively unless braced throughout their BC). -(.1,RA IO- DATE: t= 1� DATE: 2/9/2017 me overall structure is the responsibility of the building designer. 3. continuous bndging or lateral bmdng required where shown.+ 1r SEQ.: K2838978 4.Ne toad should be applied to any component until after alt bracIng end 4.otalaseomf.isl.ther.mnbilityfthused In s oespct/ces.trader. fasteners are complete end et no time should any loads greater than 9 design toads be applied to any component. and are for"dry condition"of use. y TRANS I D: LINK s compuTrva has w control over este assumes no raponsimltiy for the 6.Design assumes NI bearing at al supports shown.Shim or wedge if EXP'RES: 12/31/2017 fabrkatlun,handling,shipment end Installation of components. 7.Design assumes adequate drainage is provided. 6.This design Is fumlahed subject to the limitations at forth by B.Mates shall be baled on both feces of truss,and plead so their a 1 0�20 1 7nter February TPW,'TCA In BCSI,copies of which will be furnished upon request. Ones coincide with IoM'center lines. 9.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-1371,ESR-1966(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 kl&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 94 2-4=(0) 0 BC: 2x9 KDDF 916BTR SPACED 29.0" 0.C. 2-3=(-88) 32 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT 5= 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 PIP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 92.0 POE 0'- 0.0" -100/ 909V -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 INC 2015 AND IRC 2015 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.011" @ -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 = 0.009" @ 1'- 0.8" Allowed = 0.119" ,f ,r 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 2' 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.Bft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 0 in the plane of the truss only. c /11 0 0 o0 I M-3x9 b ) 1-06 3-11-15 (PROVIDE FULL BEARING;Jts:2,3,9 I � �Q -D PR Opp, lt 89200PE 1?-!' JOB NAME : 60-B POLYGON - J1 11, /ti _-. . Scale: 0.7016 (� • WARNINGS: GENERAL NOTES, unless Mendes noted. .� I.Bolder end erection contractor should be advised of all General Nates 1.This design la based only upon the parameters shown and h for an Individual $j A_OREGON a�,, ` Truss: J 1 end Warnings before construction commences. building component.Applicability of design parameters and proper Ada" '\ 2.254 compnesion web bracing must be installed where shorn n, Incorporation of component h the responsibility of the building designer. �/� "7� 14 2Q "�"_ 3.Additional temporary bracing to Insure debility during construction 2.Design assumes the lop and bottom cholla to be laterally braced at is IM responsibility of the erector.Additional permanent bracing of 2'o.c.end at 10 o c.respectNely unhea braced throughout heir by ��A l l..L UAT E: 2/9/2017 ribs overall Michas la me responsibility f the buildingdesigner. continuous sheathing such as plywood sheet Mire end/or drywal(BC). (y apo" Y o 8 3.In Impact bridging or lateral bracing required where shown+. SEQ.: K2 8 3 8 9 7 9 4.Na had should be applied to any component until atler all bracing and 4.Designllon of boas is the responsibility of the respective contractor. fasteners are complete and el no time should any bads greater men 6. assumes trusses are to be used Ina noncomely@ environment, dee loads be applied to en M. - and are br"dry cont be i of use. TRANS I D: LINK g" y component. e.Deafen assumes b8 beerirp at an supports shown.shim or wedge 11 5.CompuTrue has no control over end assumes no responsibility for the ca,s,ry,. EXPIRES:.I 12/31/2017 fabrication,handling,shipment and Installation of components. 7.Design seaumes adequate drainage Is provided. February 1 0,20 1 7 8.ThIs design h banished subject to the limitations set forth by 8,Plates shall be bested on both faces of Iruso end placed eo their center TPUWfCA In SCSI,copies of which nil be furnished upon request. fines colndde with Joint center linea. MITek USA,Inc./Com uTrus Software 7.6.8 1 L E S.Digits Indicate size of piste In Mlles. ( )- 10.For basic connector piste design values see ESR-1311,ENR-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: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 94 2-4=(0) 0 BC: 2x4 KDDF #16131R SPACED 24.0" O.C. 2-3=(-91) 57 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -81/ 418V -33/ 120H 5.50" 0.67 ROOF ( 625) 3'- 9.2" 0/ 98V 0/ OH 5.50" 0.08 KDDF ( 625) LL = 25 PSF 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. IC OND. 2: Design checked fox net(-5 psf) uplift at 24 "oc spacing. I BOTTOM CHORD CHECKED FOR 10PSF 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" 071 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 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=20.5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, r: (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, o Txuss designed for wind loads oin the lane of the truss onlI P Y• th0 i 0o 111111.- 4111111.- 11 1-06 3-11-15 PROVIDE FULL BEARING;Jts:2,4,3I /'� lira P R Qps 89200PE JOB NAME : 60-B POLYGON - J2 ,,/!" Scale: 0.7197 *. f WARNINGS: GENERAL NOTES, unless otherwise noted 7 OREGON o I.Builder and erection conlraaor should be advised of ail General Notes 1.This design le based only upon the parameters shown and Is for an individual f V(l L.-i1Jf tl ="G/ Truss: J2 and Warnings before construction commences. building component.Applicability of design parameters and proper rte.r 4, y 3\t 14,4 2.2e4 compression web bracing must be installed whore shown+. incorporation of component is the responsibility of me building designer. :_t13'. 3.Additional temporary bracing to Heats stability during construction 2.Design assumes the top and bottom chords la be laterally braced et ,�S Is Srs respunsibEty of the erector.Additional permanent bracing or chain nd ash athingrsucch.pllyyunless ood a braced nd/;d;�A BI" 'R 1)4 L�- j DATE: 2/9/2017 the overall etructure is the responelbllty of the building designer. 3.2x Impact bridging or lateral bracing requked where shown n SEQ.: K2838980 4.No load should be applied to any component until alter all bracing and 4.InstIlation of truss ulaahe responsibility et to rre anpecthe contractor.c fasteners are compete end at no time should any loads greater men Design assumes design bads be applied to any component. end are for"dry condition of use. TRANS I D: LINK 5.CompuT us has n control eoer end assumes no responsibility ten the 8.Design assumes fuN bearing at aN supports shown.Shim or wedge if EXPI RES: 12/31/2017 fabrication,handling,shipment and bdsllellon of components. 7.oesign assumes adequate drainage is provided. IT VfUa r�/ 0,20 7 8.Rile design Is furnished subject to the limitations set forth by 8,Plates shall be located on both faces of truss,and paced so their center TPWyICA in SCSI.codes of winch nil be famished upon request. Ines coincide with lobi center linea. 9.Digits Ind 4aIsdcote sin ofplate Ingok MiTek USA,lnc./Com uTrus Software 7.6.8(1L)-E to. Forbasic connector platedesign values see ESR-7377,E8R-1BSe(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 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-124) 119 1-4=(-47) 51 2-4=(-152) 158 '.. BC: 2x6 RODE #1&BTR 2-3=( -13) 6 WEBS: 2x9 KDDF STAND LOADING LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 69.0 PLF 0'- 0.0" TO 4'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 175.0)+DL( 139.0)= 319.0 PLF 0'- 0.0" TO 4'- 0.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) O'- 0.0" -155/ 783V -96/ 91H 5.50" 1.25 KDDF ( 625) Single member as shown. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 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 lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 29 "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" I 3-08-04 0-03-12 MAX TC PANEL TL DEFL = 0.024" @ 2'- 1.7" Allowed = 0.346" ' f . v( SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX HORIZ. LL DEFL = 0.000" @ 3'- 8.2" 8.00 1 - MAX HORIZ. TL DEFL = 0.000" @ 3'- 8.2" Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x3 3 -/ 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, A411 End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. r 0 0 0 I�I o 1'm IJI 9 - 0 I 0 M-5x10 M-3x8 l ), )• 3-08-04 0-03-12 .Jr l 4-00 s4, ) PR DFFS,, 89200PE. JOB NAME : 60-B POLYGON - JGIRD Scale: 0.5977 ,700 pL ,, C)REG©N�� �� Cr WARNINGS: GENERAL NOTES, unless othendse noted 1.Builder and erection contractor should be advised of all General Notes 1,This Meigs la based only upon the parameters shown and Is for an individual Truss: JGIRD end Warnings before cunetmaen commences. building component.Applicability of design pare/naten and proper �A 2.2s4 compre Won web bracing must be Metalled where shown+. incorporetlon of component a the responsibility of the building designer. '�J"t "7 r 1 4 iO 1"'!- 3.Additional temporary bracing to wears stability during construction 2.Design assumes the top and bottom chorda to be laterally braced at 'C� by Is the responsibility of the erector,Additional permanent bracing of T nlln and at ea hin.suchrespectively as ply unless sheathraceding(TC) (TC)and/or their dry length(. 'f `.IO- DATE: O+ continuous sheathing or r as acing e a e.Irere show c tlrywaA(BC). L4 ,L77 �,+ DATE: 2/9/2017 the overall eWcture is the roeponsibAity of the building designer. 3.2a impact bridging or aisnl bhang required where shown+ SEQ.: K2 8 3 8 9 81 4.No bad should be applied to any component until atter all bracing end 4.Installation Mtn Is the responsibility m w�lhof it o�peaahev.lra ro�rin.m. fasteners are aomplate and at no time should any loads greeter than Design assumes design wads be applies to any wmponent. and are for"dry condition"of use. TRANS I D: LINK e B.Camper.has no control over and assumes no naponalbihty for the 8.Design assumes fun bearing at all supports shown.Shim or wedge if EXPIRES. 12/31/2017 necessary. fabrication,handling,shipment end installation ofcomponents. T.Design assumes adequate draless,vpremded. February 10,2017 8.This design Is furnished subject a the limitations set forth by 8.Plates shall be located on both laces of trues,and placed so their center TPNNTCA in SCSI,copies of which will be furnished upon request, lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MITek USA,Inc./CompuTrus Software 7.6.8(OL)E 10.For basic connector plats design values see ESR-1311.ESR•l gee(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: 2x4 KDDF k16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 94 2-4=(0) 0 BC: 2x4 KDDF Nl&BTR SPACED 24.0" O.C. 2-3=(-78) 25 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DI,( 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 POE 0'- 0.0" -124/ 430V -18/ 79H 5.50" 0.69 KDDF ( 625) 1'- 9.2" -73/ 46V 0/ OH 5.50" 0.07 KDDF ( 625) LL = 25 POE 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. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.011" @ -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, 3 (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. '' rl 41 ti r M-3x4 l y l 1-06 1-11-15 PROVIDE FULL BEARING;Jts:2,4,31 PR I 89200PE -sr' JOB NAME : 60-B POLYGON - SJ1 Scale: 0.710010 44, +iwlr WARNINGS: GENERALNOTES, uniessontheperated. OREGON 1.Builder and erection contractor Medd be advised or el General Notes 1.This design Is based only upon the parameters shown and h for an Individual OREGON Truss: SJ1 and Warnings before construdion commences. building component.Applicability of deeign parameters end proper 2.2e4 compression web bradng nasi be installed where shown+, Incorporation of component M the roeponsiblgy of the bulldmp designer. � "7�" 14 2. 4 3.Additional temporary bracing to insure debility during construction 2 Design edemas the lap and bottom chords to be laterally braced at is the rosponsiblity of the erector.Additional permanent bracing or 2'titin and at ea10'c.c.such a ply anode braced(TC)nowt mak length by w„R 10- DATE: 2/9/2017 me overall structure is Me responsibility of the building deal ner. Oh Impact d sheathing such l b acing re l:d where)and/or drywaA(BC). g 3.gx Impact bridpMg or lateral bracing required where Mown++ SEQ.: K2 8 3 8 9 8 3 4.No load should be applied to any component unl1 atter all bradng and 4.Installation of truss Is the respenalblky or the respective contredo, fasteners are complete and at no time Mould any loads greater than 5.Design assumes busses are to be used Ins non-torrosive environment, TRANS ID: LINK design bads be applied to any aampanent. ana.roloreryconanlon^orae. 5.CompuTrue has no control over and aseumes no responsibility for the 5.Dss.ames Mg be.ring.I el aappori.Maven.Shim ar wedge if EXPIRES:,. 12/31/2017 fabrication,handling,Mlpment and msallalmn of components. necessary. 7.Designtsawmesadequate both face is provided. an February 10,2017 8.This design is furnished subject to the limitations set forth by S.Plates Mal be located on both faces of Wu,and placed so their comer TPIMRCA in SCSI,copies of which all be furnished upon request. Ines coincide vAth loin)center lines. 9.Digits indicate Nee of plate In Inches. MiTek USA,Int./CefnpuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Mack) Air Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3/; Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 4 I (Drawings not to scale) Damage or Personal Injury offsets are indicated. 9 1 rY ran, Dimensions are in ft-in-sixteenths. 11146, Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. 2. Truss bracing must be designed by an engineer.For 0'116" 4 wide truss spacing,Individual lateral braces themselves a 21531111.11111111111111 may require bracing,or alternative Tor I bracing should be considered. _ 3. Never exceed the design loading shown and never OMANI, O a stack materials on inadequately braced trusses. H p 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate C7-8 C6-7 C5-6 f- designer,erection supervisor,property owner and plates 0- ',d'from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each - This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint - required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANS/TPI 1. connectorlates. THE LEFT. P 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 A Indicated bysymbol shown and/or SYP represents values as published specified. •''' 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, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. I Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. j■jjjjjjieill reaction section indicates joint IN III Inl 111 number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. .418.Use of green or treated lumber may pose unacceptable _. environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. •l'eI( e BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013