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Plans (215) , , .... „goo\ ,A,, „,„,,,,,,,c, mil MiTek. MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-32 MAINOW Fax 916/676-1909 POLYGON The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by Pacific Lumber & Truss Co.. Pages or sheets covered by this seal:R44048196 thru R44048203 My license renewal date for the state of Oregon is June 30,2015. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. �,c#,,Q P fl OF ., G.5 �NGINF=c /© ``. 87022PE of 5. To y 43� OREGON ,-p„4.1 "P0OBER 144 \ 4 6' A. HP SC 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 I D:ivpMQj6GkN OGM21 MwR LN MEiou9e-fidD9i LcnsUTJ P_idye BwGN VGsAKhuj HxoY5ZdzZhmC 1 1-0-0 11 1-2-0 1 IL1 Scale=1:37.2 3x4= 4x4= 3x4= 3x4= 3x4= 3x4 = 3x4= 3x4= 3x6 FP= 3x4= 4x4 = 1 2 3 4 5 6 7 8 9 10 11 12 13 142 > A 5 167 18 1921 22 23 imp e _ .m e - ii 36 35 34 33 32 31 30 29 28 27 26 25 24 3x4= 4x5= 3x6 FP= 3x5= 3x5= 3x5= 3x4= 3x4 = 3x5= 3x5 = 4x5= 3x4= 1.5x3 5P= 3x5= 13-0-0 I 12-4-0 1111 21-9-12 I 4 170 7-0 b-7-0 8-3-12 Plate Offsets(X.Y1- (28'0-1-8.Edge].[29:0-1-8.Edge] LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) l/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.39 29-30 >670 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.77 Vert(TL) -0.61 29-30 >429 360 BCLL 0.0 Rep Stress Incr YES WB 0.49 Horz(TL) 0.09 24 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:110 lb FT=0kF,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 24=795/0-4-4 (min.0-1-8),36=795/0-4-8 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1463/0,34=1463/0,4-5=2603/0,5-6=2603/0,6-7=-3427/0,7-8=3427/0, 8-9=-3932/0,9-10=3932/0,10-11=4130/0,11-12=4130/0,12-13=3968/0, 13-14=3968/0,14-15=3968/0,15-16=3422/0,16-17=3422/0,17-18=2605/0, 18-19=2605/0,19-20=2605/0,20-21=-1463/0,21-22=-1463/0 BOT CHORD 35-36=0/773,34-35=0/2071,33-34=0/3052,32-33=0/3052,31-32=0/3717,30-31=0/4070, 29-30=0/4084,28-29=0/3968,27-28=0/3721,26-27=0/3048,25-26=0/2072,24-25=0/773 WEBS 13-29=114/284,14-28=-341/0,2-36=1082/0,2-35=0/967,4-35=-850/0,4-34=0/745, 6-34=-630/0,6-32=0/525,8-32=106/0,8-31=0/301,12-29=154/159,22-24=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 �Cjp PR'Qp attached to walls at their outer ends or restrained by other means. cca S Q LOAD CASE(S) Standard tiles ' 19 0, 87022P: - a Cki 7 pj, OR GON ra 444/ ' ' .6"4IS ER 1 , �" A. HE EXPIRES:8613012015 March 18,2015 k I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02116/2015 BEFORE USE. Design valid for use only with Meck connectors.This design is based only upon parameters shown,and is for an individual building component. L� 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 o the responsibility of the ITa?IC- erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding f fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,059-89 and SCSI Bonding Component 7777 Greenback Lane Safety InformaBon available from Truss Plate Institute,781 N.Lee Street.Suite 312,Alexandria,VA 22314. Suite 109 Oilers Height,,CA 95810 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 1 I 1-9-12 1 1 1-2-0 1 I 1-5-0 1 Scale=1:26.4 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4 = 3x4= 1.5x3 II 1 2 3 4 5 6 7 8 e ee DNA N � o 0 7// O O 16� 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 17-3-17 0-7-0 0-7-0 1-8-0 Plate Offsets(X.Y1— [6:0-1-8.Edge].[7:0-1-8.Edge] LOADING(psf) SPACING- 1-4-0 CSI. DEFL- in (loc) l/defl lid 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/TPI2007 (Matrix) Weight:68 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=551/0-4-4 (min.0-1-8),9=551/Mechanical FORCES. (Ib)-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 co. GINE..‘?1/4 g,ED PRO T ' 8 $ 2PE , r 7to ; N '0,,,,� OREGO ti,�4t/ EXPIRES:06/30/2015 March 18,2015 t r ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. Nil 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 Lyi 'F- erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTek` fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safely IntormaBon available from Truss Plate Institute,781 N.Lee Street.Suite 312,Alexandria,VA 22314. Suite 109 Cirnro Height(,CA 9581e Job Truss Truss Type Qty Ply POLYGON R44048198 PL15-32_MAINOW F03 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Mar 18 10:59:14 2015 Page 1 ID:ivpMQj6GkN OGM21 MwR LN MEzou9e-7vBbM2M EYAcKwZZvAf9Q STwgC FckQ PgQAR Ie64zZhmB I 2-3-0 1 1 1-2-0 110-5-4 I 2-6-0 I Scale=1:20.8 1.5x3 II 3x4= 1.5x3 113x4= 1.5x3 II 3x4= 1.5x3 I I 1 2 3 4 5 6 7 a Ili ► _ / o ,,- e e 12 11 10 9 ilk 3x4= 1.5x3 II 3x4= 3x6= 3x4= I 2-6-0 1 3-1-0 1 3-8-0 319-8 11-11-12 I 2-6-0 0-7-0 0-7-0 0-1-8 8-2-4 Plate Offsets(X.Y)— [2:0-1-8.Edgaj.[10:0-1-8 Edgej LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) 1/defl 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 Incr 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%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 12=435/Mechanical,8=435/0-4-4 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=916/0,3-4=-916/0,4-5=1260/0,5-6=1260/0 BOT CHORD 11-12=0/916,10-11=0/916,9-10=0/1126,8-9=0/867 WEBS 3-10=0/386,2-12=1000/0,6-8=936/0,6-9=0/423,4-10=530/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard �f�c O P R QF�st�' � �6[ � 109 87022PE t-- 0 cv A,, (1REG Ne ,...40�OE�MBER 1\ P� EXPI RES:06/30/2015 March 18,2015 i I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 6111-7473 rev.02116/2015 BEFORE USE. -- Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the p R� �!'R- erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IYE fabrication,quality control storage,delivery,erection and bracing,consult ANSI/Till Quality Criteria,008.89 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'itnrc Height4C.A gssin Job Truss Truss Type Qty Ply POLYGON R44048199 PL15-32_MAINOW F04 FLOOR GIRDER1 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-bSlzaONsJTkAYj85kMgf?hSi6fOZ9vtaP51 CeWzZhmA F_ 2-0-12 1 3x4= 5 2 1.5x3 II Scale=1:8.8 $ } x 4 3 1.5x3 II 3x4= 2-3-12 I 2-3-12 LOADING(psi) SPACING- 1-0-0 CSI. DEFL. in (loc) I/defl Lid 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 Ina- NO WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code IBC2012JTPI2007 (Matrix) Weight:12 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 2-3-12 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=385/Mechanical,3=252/Mechanical FORCES. (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) 87022PE (r) y (c'A OREG*N tigQ�� k)1,/BER � 4 A. HE . EXPIRES:06/30/2015 March 18,2015 f _ ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. mono Design valid for use only with Mifek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the I Qt„- erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTek' fabrication,quality control storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 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 ['itnrs Neightc,r,A 95fi10 Job Truss Truss Type Qty Ply POLYGON R44048200 PL15-32_MAINOW F05 FLOOR GIRDER 1 1 Job Reference(optional) Pacific_Lumber&Truss Co., Beaverton,Oregon 7.530 S Jul 11 2014 MiTek Industries,Inc.Wed Mar 18 10:59:17 2015 Page 1 ID:ivpMQj6GkNOGM21MwRLNMEzou9e-XUsj?406r5_un1 HUsni746YD9TbVdgwtsPWliOzZhm8 11-D-° I 9-c,--141---1.2.0-P01 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> H' -/ � /� i � 3029 28 27 24 3x6= 4x6= 4x5=3x6 FP=3x5= 3x4= 4x4= 3x5= 3x5= 3x5= 3x5= 3x6= 3x6= 3x5 SP= I 21-9-12 I 21-9-12 Plate Offsets(X.Y)- [1:Edge.0-1-8].[301)-1-8 Edge] [31'0-1-8 Edge] LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.30 Vert(LL) -0.36 29 >722 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.50 Vert(TL) -0.56 29-30 >459 360 BCLL 0.0 Rep Stress Ina NO WB 0.61 Horz(TL) 0.08 24 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:112 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.OE(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 36=931/0-5-8 (min.0-1-8),24=720/0-5-8 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1823/0,3-4=1823/0,4-37=3326/0,5-37=3326/0,5-6=-3326/0,6-7=-4391/0, 7-8=-4391/0,8-9=-4493/0,9-10=-4493/0,10-11=4493/0,11-12=-4354/0, 12-13=-4354/0,13-14=3968/0,14-15=3968/0,15-16=3344/0,16-17=3344/0, 17-18=2482/0,18-19=2482/0,19-20=2482/0,20-21=1384/0,21-22=1384/0 BOT CHORD 35-36=0/971,34-35=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=1118/0,4-34=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 ,�c() PR 0/P attached to walls at their outer ends or restrained by other means. �" 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)124 lb down at 4-1-8,and 380 lb �Gj� ti�G]N4- fj down at 6-6-0 on top chord. The design/selection of such connection device(s)is the responsibility of others. f ' Qi 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). � Q 2PE -Y LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) tof 3N Vert:24-36=-5,1-23=50 'S" Concentrated Loads(Ib) '9 4 G)REGC7 2�O Vert 7=-360(B)37-104(B) '� �4BER EXPIRES:06130/2015 March 18,2015 e a A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. -� Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek. � erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage.delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safely Inlormaton available from Truss Plate Institute.781 N.Lee Street.Suite 312,Alexandria.VA 22314. Suite 109 Ciin,n Hoight$,CA 55810 Job Truss Truss Type Qty Ply POLYGON R44048201 PL15-32_MAINOW F06 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Mar 18 10:59:18 2015 Page 1 I D:ivpMQj6GkNOGM21MwRLN M Ezou9e-?gQ6C Q PIcO61P BsgPV DMdJ4Ntt2F MGd053GsFrzZhm7 I 2-0-12 I 1 304= 5 2 1.5x3 II Scale=1:8.8 0 } K } K 4 3 1.5x3 II 3x4= 2-3-12 2-3-12 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) 1/deft Lid 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. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Refer to girder(s)for truss to truss connections. 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)108 lb down at 1-5-8 on top chord. The design/selection of such connection device(s)is the responsibility of others. 5)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:3-4=-5,1-2=-50 Concentrated Loads(Ib) Vert:5=-108(F) 444 c�'cO PR Qfi9es, GINE � .4.„ 4 870 2PE y c‘'),OREGON rt,:). ©�/ A. H -' EXPIRES:06/30/2015 March 18,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.02/162015 BEFORE USE. Design valid for use only with M7ek connectors.Thu design is based only upon parameters shown,and is for an individual building component. �r Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the '�� erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BC51 Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 meow Heights,CA 94910 Job Truss Truss Type Qty Ply POLYGON R44048202 PL15-32 MAINOW F07 Floor 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Mar 18 10:59:18 2015 Page 1 I D:ivpMQj6GkNOGM21MwRLN MEzou9e-?gQ6CQPIc061PBsgPVDMdJ4QKt1 HMGz053GsFrzZhm7 1-7-17 I 2-8-0 1 1.5x3 II 2 3x4= 3 1.5x3 II Scale=1:8.7 ■ w w , N 1111111111111 I � Wall MI 7111111 kArl 5 3x4= 3x4 = (1-1-8I 3-11-12 I 1-8 3-10-4 LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) Vdefl Ud 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 Ina YES WB 0.04 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:19 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-11-12 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=141/0-4-4 (min.0-1-8),5=141/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(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 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard ,i1/4EO PR Ore- co- ti�G(NE i9 ©�9 8 f 2PE TA y Cr' .AV OREGO tia v ' cc BER064 A. HE EXPIRES:06/30/2015 March 18,2015 g ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. Design valid for use only with Mifek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the iX[t��i k' 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 QuaBly Criteria,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 ritnrs Height,,1 A 95610 Job Truss Truss Type Qty Ply POLYGON R44048203 PL15-32_MAINOW F10 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Wed Mar 18 10:59:20 2015 Page 1 I D_ivpMQj6GkNOG M21MwR LN M Ezou9e-x3Ysd5Q?SONTeUO3XwGgikAnbgkPg9PJYNIzJjzZhm 5 1 1-0.0 1 0-P111 1-2-0 I 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 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 29 - - I' .. i'�i iiLl i ii i'........ i i'�ii�. 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 I 21-9-12 Plate Offsets(X.Y)— [1:Edge.0-1-8].[28:0-1-8.Edgej.[29:0-1-8.Edge] LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.03 Vert(LL) 0.00 25 """ 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.03 Vert(TL) -0.00 24-25 >999 360 BCLL 0.0 Rep Stress Ina NO WB 0.11 Horz(TL) 0.00 24 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:112 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 21-9-12. (Ib)- Max Uplift All uplift 100 lb or less at joint(s)30 except 36=142(LC 6),29=179(LC 7),28=182(LC 6),24=142(LC 7) Max Gray All reactions 250 lb or less at joint(s)36,29,28,35,34,32,31,30,24,24,25,26 except 27=359(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 10-31=253/236,10-30=252/237,12-30=-286/281,16-27=289/0,15-27=-297/287 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 6)This truss has been designed for a total drag load of 150 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 21-9-12 for 150.0 plf. 7)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. P R of- 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)219 lb down at 15-3-8,and 66 lb . ''R [ 6/ down at 17-8-0 on top chord. The design/selection of such connection device(s)is the responsibility of others. C.3 �? F 9)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 87022P, 9< 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:24-36=7,1-23=67 7 0 Concentrated Loads(Ib) 5. 1 Vert:19=66(6)16=219(8) 7 A.r', OR G-�'ON rt5'q O 'MBER 1\ A He EXPI RES:06/30/2015 March 18,2015 5 4 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE Mll•7473 rev.02/16/2015 BEFORE USE. sssr Design valid for use only with Muck 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 e�'T�k• erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fYi I fabrication,quality control,storage,delivery,erection and bracing,consul ANSI/TPD 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 coma Heighta,DA osetn Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/4" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property (Drawings not to scale) offsets are indicated. I I Damage or Personal Injury MirDimensions are in ft-in-sixteenths. ink Apply plates to both sides of truss 1 23 1. Additional stability bracing for truss system,e.g. and fully embed teeth. or X-bracin diagonal TOP CHORDS g,is always required. See BCSI. 1 2. Truss bracing must be designed by an engineer.For Q'/16„ 4 wide truss spacing,individual lateral braces themselves 0 �� may require bracing,or alternative Tor I ., p bracing should be considered. r p O 3. Never exceed the design loading shown and never Ustack materials on inadequately braced trusses. O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c78 Cbl cs 6 designer,erection supervisor,property owner and plates 0 'ad' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each - This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint - required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that eA ilIndicated 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, 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. ■IIIIIM reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. INN EMI1st 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 DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with MiTek 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 mit MiTek° 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. -Sra��G N FR S,O 87022PE N SAT OREGON 9.5> 4./N C' AMBER OS A. He'a EXPIRES:06/30/ ' 7 February 5,2016 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. Job Truss Truss Type Qty Ply POLYGON R46497338 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 ID:5u_v3gEKOkyU3yKt6jOVEBzp9O5-BJxZSDAVY0102y9k_h3V2ln2mul8VzQIEzrvcWzo9Un 10.10-01 10-8-011 1-2-0 1 0.F 10-661 1-0-0 ii 1-2-0 11 1-16 11 1-0-0 11 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 / \ /te /\ /\ /\ /�\e � _ N 9 e\2"j e. 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 T9;111_741 12-5-142 1 b-7-0 b-7-01 21-9-122-9-0 I 14-2-14 Plate Offsets(X,Y)- f1:Edge,0-1-81,f15:0-1-8,Edge1,f17:0-1-8,Edgel,f18:0-1-8,Edge1.f20:0-1-8,Edoel,125:0-1-8,Edgel,f32:0-1-8,Edgel LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.59 Vert(LL) -0.41 31-32 >632 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.71 Vert(TL) -0,64 31-32 >405 360 BCLL 0.0 Rep Stress Inc: YES WB 0.71 Horz(TL) 0.08 24 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:112 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 39=791/0-5-8,24=791/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1285/0,3-4=-1285/0,4-5=-2293/0,5-6=2293/0,6-7=-3076/0,7-8=3076/0, 8-9=3634/0,9-10=3634/0,10-11=3634/0,11-12=3970/0,12-13=3970/0, 13-14=-4053/0,14-15=-4053/0,15-16=3955/0,16-17=3955/0,17-18=3518/0, 18-19=2939/0,19-20=2939/0,20-21=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=-815/0,436=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 �cd PR QFF attached to walls at their outer ends or restrained by other means. s ��\�� G(NEF9 u.0 Co 87022PE y U) 'nr tv 7 fiAJ, OREG G N cP„It/ 'AOn Fjfrj$ER 11 �S A. HERkP EXPIRES:06/30/2017 February 5,2016 4 it �r ®WARNING-Verily 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 MirekN connectors.This design is based only upon parameters shown,and is for an individual building component,not �• a truss system.Before use,the building designer.must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII QuaBly Crtieria,DSB-89 and BC$1(Wading Component s777 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 R46497339 PL15-32_UPPER F02 FLOOR 4 1 Job Reference(optional) 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_v3gEK0kyU3yKt6jOVEBzp9O5-fW VxfZB7JK9tg5kwYObka WKGp181EWIRTdaT8yzo9Um 1-3-0 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=1:18.1 3x4= 3x4= 3x4= 1 2 3 4 5 6 7 3x4= 8 e e e e 0 0 6 0 e ,,...,..„„„: o i o N N a o e -0- o e e e • 16 15 14304= 13 12 3x4= 11 10 4110) 3x4 = 3x4= I 1-6-0 12-1-0 12-8-0 219.8 5-4-13 I5-11-13 1 6-6-13 6-18-p 7-10-3 I 8-5-3 I 9-0-3 I 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,Edgel,f4:0-1-8,Edgel,16:0-1-8,Edgel,f7:0-1-8 Edgel,f12:0-1-8,Edae1,f14:0-1-8,Edael 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 Ina YES WB 0.33 Horz(TL) 0.01 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (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. R ��, p P pFFss �� tiNE� GIN /o2 cc 87022PE 9r 7 N cv �-0�, OREGSN c @ "P 0,-, ��8ER 1� r Os A. HE 0 EXPIRES:06/30/2017 February 5,2016 it 4 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII.7473 rev.10/0312015 BEFORE USE. 1111., Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/IPI1 Quality Criteria,DSI-89 and BCSI Budding 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 R46497340 PL15-3221PPER 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_v3gEKOkyU3y Kt6j OVEBzp9O5-7i2JtvCl4d I kl FJ7566z7jsN7i Q Uzuhbi H KOhOzo9Ul I 2-3-0 I 1 1-4-o I I 1-2-0 11 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 N • o N / \ o / a� _ee e e6 15 14 13 3x4 = 3x6= 3x5= 3x5= 3x4= 15-4-14 I 10-10-0 171-5-0 112-0-0 1 14-2-14 )4-9-141 1 16-3-8 1 10-10-0 0-7-0 0-7-0 2-2-14 0-7-0 0-7-0 0-10-10 Plate Offsets(X,Y)— 16:0-1-8,Eddel,18:0-1-8,Edgel,f9:0-1-8,Edgel,(14:0-1-8,Edgel LOADING(psf) SPACING- 1-4-0 CSL DEFL. in (loc) Udefl IJd 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 Ina 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=-346/0,8-13=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. ��Op PR p�Fss �C\� � GINEFR /029 87022PE c' y (Aj, OREG N ti�oiti 90 4` (1/ N.. a US 1.4 A. HER' EXPIRES:06/30/2017 February 5,2016 4 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 MTek®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 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 Tel 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,DSB-89 and BCSI Building Component Safety InformatIon available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 709 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46497341 PL15-32_UPPER F06 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 ID:5u_v3gEKOkyU3yKt6jOVEBzp905-7i2JtvC14dIkIFJ7566z7jsP4iS9zxJbiH KOhOzo9Ul 2-6-0 I 2-0-12 11 1-2-0 11 1-5-12 1 Scale=1:26.9 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 I I 3x4= 3x4= 1.5x3 I I 1 2 3 4 5 i1T 7 8 —11111111111 ./ a e b sa p e e 10 9 3x4= 3x6 = 3x6= 1.5x3 II 1.5x3 II 3x4= 13-8-12 I 12-6-12 13-1-12 I 1 15-5-8 12-6-12 0-7-0 0-7-0 16-12 Plate Offsets(X,Y)— 16:0-1-8,Edgel,17:0-1-8,Edael LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) 1/defl L/d 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 IBC20127TP12007 (Matrix) Weight:69 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=562/0-4-8,9=562/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1878/0,3-4=-1878/0,4-5=-1911/0,5-6=-1911/0,6-7=-1045/0 BOT CHORD 13-14=0/1175,12-13=0/2086,11-12=0/1045,10-11=0/1045,9-10=0/1045 WEBS 6-11=-262/0,7-10=0/300,2-14=1268/0,2-13=0/759,6-12=0/977,7-9=-1246/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. <cu" © PROFFLS'S t,� N(,I NEER /,29 87022PE r t y �Aj, OR EGO (yo WH "POn�4BER \1 �O S A. He,#P EXPIRES:06/30/2017 February 5,2016 t Lk WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Mill Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quaily Criteria,DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Cams Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON 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_v3q EKOkyU 3yKt6jOV EBzp9O5-35A41aD?bFYRXZTV DX8R C8yla V94Roeu9bp71 Hzo9Uj 11-0-0 I t0-6-121 1-2-0 II 1-1-6 II 1-3-0 II 1-2-0 II 1-0-5 11 1-2-0 11 1-4-5 1 Scale=1:37.3 3x4= 3x4 II 3x4= 3x4 = 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 4x4= 3x4= 3x4 I I 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 -e o e° 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 3x6= 3x5= 3x6 FP= 3x5= 3x5 = 3x5= 3x4= 3x5= 4x4= 3x6= 3x5=- I I 21-9-12 I 21-9-12 Plate Offsets(X,Y)-. 11:Edoe,0-1-81,114:0-1-8.Edael.117:0-1-8,Edae1,119:0-1-8,Edge1,[20:0-1-8,Edael,125:0-1-8,Edael,129:0-1-8,Edgel LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.48 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 Incr YES WB 0.70 Horz(TL) 0.06 22 n/a n/a BCDL 5.0 Code IBC2012ITPI2007 (Matrix) Weight:109 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 36=593/0-5-8,22=593/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1119/0,3-4=1119/0,4-5=1959/0,5-6=1959/0,6-7=-2564/0,7-8=2564/0, 8-9=2928/0,9-10=2928/0,10-11=3064/0,11-12=-3064/0,12-13=2911/0, 13-14=2911/0,14-15=2642/0,15-16=2642/0,16-17=2642/0,17-18=2090/0, 18-19=2090/0,19-20=1076/0 SOT CHORD 35-36=0/608,34-35=0/1567,33-34=0/2290,32-33=0/2290,31-32=0/2774,30-31=0/3025, 29-30=0/3022,28-29=0/2911,27-28=0/2911,26-27=0/2090,25-26=0/2090,24-25=0/1076, 23-24=0/1076,22-23=0/1076 WEBS 17-26=255/0,18-25=-488/0,19-24=-488/0,20-23=0/328,2-36=829/0,2-35=0/715, 4-35=-628/0,4-34=0/549,6-34=-463/0,6-32=0/384,8-32=-294/0,12-29=346/1, 17-27=0/734,14-27=-477/0,19-25=0/1377,20-22=1297/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Required 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ��0 P R Op4.. ��\. ANG I N ELcR /O2y 87022PE t-' 7 OREG•N OP <(/ 9O AMBER -\ 7 OS A. HET' EXPIRES:06/30/2017 February 5,2016 i l am* mit WARNING-Verify 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 M7ek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 quayCriteria,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 Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46497343 PL15-32_UPPER G1 FLOOR GIRDER -1 1 Job Reference(optional Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Fri Feb 05 12:42:58 2016 Page 1 I D:5u_v3gEKOkyU3y Kt6jOV EBzp9O5-?TIgiGFG7so9mtcu KyAvHZ1?OJIIvplAdvl Eg9zo9Uh 1 1-2-13 11 1-2-0 11 1-0.5 11 1-2-0 1 0.�� 0.x10-6 i 1 t-2-0 1�� 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 %� � � � �iii ie � i� i� i� i�i e lc,it 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 3x10 = 5x5= 4x6= 3x4= 3x5= 3x5= 3x5= 3x5= 3x6 FP= 3x6= 3x10= 3x5= 3x5= I 21-9-12 I 21-9-12 Plate Offsets(X,Y)- 12:0-1-8,Edge1,13:0-1-8,Edoe1,f5:0-1-8,Edgel,f9:0-1-8,Edge1,f25:0-2-0,Edgel,f36:0-1-8,Edae1,f39:0-1-8,Edgel LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.87 Vert(LL) -0.42 35 >609 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.95 Vert(TL) -0.66 35 >388 360 BCLL 0.0 Rep Stress Incr NO WB 0.21 Horz(TL) 0.08 26 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:117 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF 2400F 2.0E(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 26=686/0-5-8,42=832/0-5-8 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=1517/0,3-4=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=0/1517,39-40=0/1517,38-39=0/3106,37-38=0/3106,36-37=0/3979, 35-36=0/4071,34-35=0/4071,33-34=0/4004,32-33=0/3782,31-32=0/3422, 30-31=0/2923,29-30=0/2285,28-29=0/2285,27-28=0/1509,26-27=0/594 WEBS 2-41=0/498,3_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=0/435,15-31e_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. �ti0 P R op 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 SL �' attached to walls at their outer ends or restrained by other means. S Co �NGI NE -.• cS/Q 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. ,6f� * The design/selection of such connection device(s)is the responsibility of others. 870 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=1.00 CP CV Uniform Loads(plf) -y A OREGON e t/ Vert:26-42=-5,1-25=50 Q Concentrated Loads(lb) 'pC ..BER 1N Vert:6=-339(B) OS A- HEC;SJP EXPIRES:06130/2017 February 5,2016 r.I A.WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Mt Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek° is always required for stability and to prevent collapse with possible personal injury and properly 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,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 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_v3gEKOkyU3yKt6jOVEBzp9O5-UfsCwcGuuAw0O1 B4ufi8gnaKdjF_eERKrZ1 nMczo9Ug I 1-6-0 I 1-4-8 I I 1-2-0 1 1 2-5-14 I I 1-2-0 1 I 1-0-5 1 1 1-2-0 1 1 1-5-13 1 Scale=1:21.4 6x8= 5x6 II 5x6 I I 4x6 11 1 18 2 3 4 19 5 6 7 8 9 • a e e • \\\ _ / _ e - e e- - - - e • e • e m e e e e I- 16 155x6 I --- 14 135x6 11 12 11 d 6x8= 4x6 I I 4x6 I I 1 - - 12.6-0 I 12-6-0 Plate Offsets(X,Y)}- [4:0-3-0,Edge],[5:0-3-0,Edge],[6:0-3-0,0-0-0],[7:0-3-0,Edge],[8:0-3-0,Edge],[11:0-3-0,0-0-0],[13:0-3-0,Edge],[15:0-3-0,Edge],[16:0-3-0,Edge] LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) 1/defl L/d 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 lncr 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) StandardP R 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 "\C<" -� �F��'s Uniform Loads(pif) NCj �'AG[NELcR ' Vert:10-17=7,1-9=-67 �? ?- ConcentratedLoads(Ib) - V 870 2Pc 9 Vert:2=-1159(F)18..350(F)19=-204(B) CV -y,N�A�,, OREGO c Q�N 'AOn�'�BER \` .\ s A. HECk EXPIRES:06/30/2017 February 5,2016 e f ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. MN. Design valid for use only with MiTek®connectors.This design is based onlyupon parameters shown,and is for an individual buildingcomponent,not a truss system.Before use,the building designer must verily the applicability of design parameters and properly incorporate this design into the overall �I 't' 'k! building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mi fe" • is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see. ANSI/711 guard),Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON 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_v3gEKOkyU3yKt6jOVEBzp9O5-UfsCwcGuuAw0O1B4ufi8gnaCAjJmeJJKrZInMczo9Ug 1-2-4 1 3x4= 5 2 1.5x3 I I Scale=1:8.8 • 0 N N r � r 4 3 1.5x3 II 3x4 = 1-5-4 1-5-4 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.71 Vert(LL) 0.00 4 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Ina NO WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:8 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-5-4 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=364/Mechanical,3=237/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)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) Veil:3-4=5,1-2=S0 Concentrated Loads(Ib) Vert:5=-529(F) CPEO P R opFs �� NJ G(NEF: S/q0, 870 2PE • cv -7 N�Aj, OREGO Q�N or,AMBER -\\S A. HO; EXPIRES:06/30/2017 February 5,2016 i & ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Mil Design valid for use only with M7ek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quarrty Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Suite 109 Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heiahts.CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/4" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. I I (Drawings not to scale) Damage or Personal Injury MSI Dimensions are in ft-in-sixteenths. lilrgbh. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. onal or dia TOP CHORDS 9 g,is always required. See BCSI. 1 „ 2. Truss bracing must be designed by an engineer.For 0'/16 N wide truss spacing,individual lateral braces themselves I may require bracing,or alternative Tor I p bracing should be considered. 3. Never exceed the design loading shown and never Alor stack materials on inadequately braced trusses. ., 111111114M111 c7-8 c6-7 C5-6 O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate designer,erection supervisor,property owner and plates 0 'hd' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each - This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint - required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. or PLATE SIZE PRODUCT CODE APPROVALS 9. useUnless withxfi e retardant,preserythis ative ve treat applicablen is not 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,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 ,it 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 MiTek®All Rights Reserved approval of an engineer. ikMdill reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing onlyMail . 40 18.Use of green or treated lumber may pose unacceptable ► environmental,health or performance risks.Consult with Industry Standards: ANSI/TPII: National Design Specification for Metal1111 project engineer before use. 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction, and pictures)before use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. mileeke 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 MiTeks 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. nPR0F 414 4t' 89200PE 9{ ayL 4,OREGON\� Alta qy 4,2-fl ,-- r 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" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIP Wind: 190 mph, h=21.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PIP (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 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on ontinuous bearing wall UON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 8-00 8-00 T T T 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 [7. 3 A HINGE TYPE CONNECTION NALL 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 UpII POINT.THE TRUSS DESIGNER ASSUMES NO RESPONSIBILITY FOR THE DESIGN OF THE LATERAL BRACING TO THE HINGE CONNECTION �� SITUATION.COMPETENT PROFESSIONAL ADVICE MUST BE OBTAINED RELATIVE TO THE DESIGN OF THE ADEQUATE LATERAL BRACING TO THE HINGE TYPE CONNECTION. 12 Q 8.00 vv, � o o o O O I M-3x4 M-3x9 i PAQpe 1-06 16-00 :9200p r JOB NAME : 60—B POLYGON — Al - /� Scale: 0.4209 t« - St �L OREGON WARNINGS: GENERAL NOTES, odes.otherwoe noted 1.Bolder and arodbn contractor should be advised of al General Nates I.Thle dellen Is based only upon the parameters shown end is or an individual kr Truss: Al and Warnings before conetredbn commences. building componentAppllubllty of design parameters and proper / �} 2.Ar4 compression web bracing must be Installed where shown a. incorporation at component o the responsibility of the building designer. �7 { Q �^'� 3.Additional temporary bracing to Insure debility during construction 2.Design assumes the lop and bottom chards to be laterally bread et 1 ,,w, Ie the rosponabilty of the arcde,.Additional permanent bracing of 2'o.c.end et 10 o.c.respectively unless braced throughout their length by Lth✓ DATE: 2/9/2017 the overall structure Ie the responsibility rale building dent continuous sheathing such as pywood a,aethine(rc)and/or drywal(BC). , PIR 1- epon ley o ng gner. a 2r Impact bridging or latest bracing required where Mown.. SEQ. : K2 8 3 8 9 6 6 4.No bad should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. (edema ere complete and at no time should any loads greater then 5.Design assumes truss.s are to be used in a non—corrosive environment, TRANS ID: LINK design bads berippled benycomponent. and are for"dry condition.oruse 5.CumpoTrn Ms no control over and assumes no responsibility for the 6 Design assumes MI bearing et al supports Grown.Shim or wedge if I,� C V oI d CCs. 12/31/2017/1/�J1 J O A fabrication.handling,shipment end installation of components. 7.Design assumes adequate drainage is prodded. February 1 OC'201 7 43 1 Cf J ! 1 5.This design A furnished tabled to the limitations set form by B.Plates shall be located on both faces of truss,end placed so their center TPIVRCA in BCS',copies of which Al be furnished upon request. Ines coincide with lobo center lines. 9.Digits include size of dote in inches. MiTek USA,Ino./CompuTrus Software 7.6.8(1L)-E to.For basic connector plate deelgn values sec ESR-13t1,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: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 94 2- 8=(-343) 1177 3- 8=1-262) 283 BC: 2x4 REEF #1(BTR SPACED 24.0" O.C. 2- 3=(-1436) 427 8- 9=(-240) 941 8- 4=1-122) 833 WEBS: 2x9 KDDF STAND 3- 4=1-1129) 226 9- 7=(-148) 572 8- 5=1-229) 237 LOADING 4- 5=1 -935) 215 5- 9=1-430) 174 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -740) 252 9- 6=( -15) 128 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1 -845) 236 TOTAL LOAD = 42.0 PSF OVERHANGS: 18.0" 0.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For hanger specs. - See approved plans LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -153/ 858V -120/ 131H 5.50" 1.37 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 16'- 0.0" -82/ 671V 0/ OH 5.50" 1.07 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 8-00 8-00 MAX LL DEFL = -0.011" @ -1'- 6.0" Allowed = 0.150" I f ,f MAX TL DEFL = -0.013" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.038" @ 7'- 4.7" Allowed = 0.754" 3-09-14 4-02-02 4-04-11 2-01-01 1-06-04 MAX TL DEFL = -0.062" @ 7'- 4.7" Allowed = 1.006" '1' ' '1' 1' f f SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 12 8.00 M-4x6 8.00 MAX HORIZ. LL DEFL = 0.036" @ 15'- 6.5" MAX HORIZ. TL DEFL = 0.057" @ 15'- 6.5" 4.0" 4 ,f.-,f Design conforms to main windforce-resisting IIIIIN system and components and cladding criteria. Wind: 140 mph, h=21.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 .4gggdiillihlhhhh.. M-3x4 8 M-5x8 M-1.5x3 M-3x4 �i Ji , h. , 40' 4MMEM4 = 9 ** 7 I I o M-3x4 0 M-5x6 d 4.00 4.00 C,. 12 12 l ,1 l l 7-06-07 6-09-09 1-08 y 1-06 l 7-04-12 1 6-11-04 y 1-08 l Z) R tP ,s 1 16-00 l `� vyIN �R �'�� c 89200PE < JOB NAME : 60-B POLYGON - A2 -41r • J�], �- - Scale: 0.3198IN CC. Y'-" i'!` WARNINGS: GENERAL NOTES, unless otherwise noted. (�(� (�(�� Aird.1.Builder and erection conlredor should be advised of al General Notes 1.This design h based only upon the parameters shown and Is for an Individual 7/ �f.,�• •' ""'" Truss: A2 and Warning.before cenehudbn commences. building component Applicability of design parameters end proper F"' -a"f�} 2.2a4 compression web bracing must be inststMd where.horn a, Incorpors8on of component is the responsibility of me building destgner. ;�jY"y Al 1+" 14 2-" 3.Additional temporary bracing M tenure stability during construction 2.Design aromas the top end bottom charts to be laterally braced al V „v Is the responsidlty of the erector.Additional permanent bracing of 7 o.e.and st 10 on.respectively unless braced throughout their length by E?R I�..�1/Y1 DATE: 2/9/2017 the overall structure is the ro eibq f the building ds conlnuc t sixstgler suer es*mod Mee where s andkr drywaA(BC). .poo M o g .goer. 3.2a impact bridging or Mtere1 bracing required where.now„�. SEQ.: K2 8 3 8 9 67 4.No load should be applied to any component until ager all bracing end 4.!net/Action of truss is the respor:WN ty of the respective contractor. Integers are complete and at no time should any loads greater than 5.Design assumes trusses are to be used M a non-correeNe environment, TRANS ID: LINK design Mads be applied to any component. and are for'dry condition'of use. 5.CompuTms has no control over and..comes no responsibility for Me 8.Design assumes NI bearing at ace wppart..hewn.Balm or wedge if EXPIRES: 12/31/2017 necessary. fab .handling,shipment and MStalletion of components. 7.Design aawmete adequate dnMage is provided. February 10,2017 8.Thiss design b Wished wbjad to 8 the Iimiletlona set forth by 8.Plates shall be located on both faces of truss,and placed so their caner TPUWTCA in SCSI,copies of which will be furnished upon request. Ines coincide with joint center linea. S.Digits indicate sire of pieta M inches. MITek USA,Ina./CornpuTrus Software 7.6.8(11)-E 10.For bask connector pate design values see ESR-1317,ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 94 2- 9=(-177) 2230 9- 3=( -77) 702 BC: 2x9 [ODE #16BTR; SPACED 29.0" O.C. 2- 3=(-2832) 346 9-10=(-175) 2220 3-10=(-819) 102 2x6 KDDF #1&BTR Bi 3- 9=(-2003) 319 10-11=(-139) 1262 10- 4=(-306) 191 WEBS: 2x9 KDDF STAND LOADING 4- 5=(-1952) 415 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 = 92.0 PSF 7- 8=( 0) 94 OVERHANGS: 18.0" 18.0" LL = 25 PSF Ground Snow (Pg) ADDL: TC UNIF LL+DL= 69.0 PLF 4'- 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 SQ.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 @ 9'- 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 ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.011" @ -1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.013" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.085" @ 14'- 7.3" Allowed = 1.054" MAX TL DEFL = -0.203" @ 14'- 7.3" Allowed = 1.406" 11-00 11-00 MAX LL DEFL = -0.011" @ 23'- 6.0" Allowed = 0.150" 1 1 f 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 f +1289 T ' '1 1' MAX HORIZ. LL DEFL = 0.057" @ 21'- 6.5" 12 12 MAX HORIE. TL DEFL = 0.135" @ 21'- 6.5" 8.00 M-5x6 Q 8.00 M-1.5x4 6.0" Design conforms to main windfoxce-resisting M-3X5A M-3x5 system and components and cladding criteria. /Pm Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-3x5 � (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Mm-13.55X3, s / M 1.5X4 load duration factor=1.6, Truss designed for wind loads M-3x5 in the plane of the truss only. • M-1.5x4 F IN, M-1.5x3 M-2.5x9 or equal at non-structural diagonal inlets. M-3x51 g M-3x6 `.11 Truss : :m e at inlet board areas only. = r M-6x6 M-3x6 r o All 0 9 10 • o M-3x6 M-1.5x3 M-6x10 07 d 4.00 9.00 12 12 l l +7z9# It 1 l 4-00 3-08 6-11-04 7-04-12 t,0 PR OpLc• y1-06 J. 7-08 l 6-11-04 l 7-04-12 y1-06 1 Hca c3 N di J 22-00 1 89200PE JOB NAME : 60-B POLYGON - B1 Scale: 0.2283 somp'"'a 9.WARNINGS: GENERAL NOTES, unless otherwise noted. �1 OREGON .i"Y.= 1.Balder and erection contractor should be advised of al General Notes 1.This dation Is based only upon the parameter.shown and Is for an individual Truss: B 1 and Wamings before consirudbn commences. building component Appllwbllity of design parameters and proper 1j+s 1} \IN 2.244 compression web bracing must be Infected where Mown+. Incorpor.lbn of component la the responsibility of the budding designer. V -7 l'" 14 Q 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to W Ielsr.py bread et is the responfbily of the erector.Additional permanent bracing of 7 0.0.and al 7g es.nspectiveq unless braced throughout melt length by ' `�Q4 L� Ire DATE: 2/9/2017 the overall stations is ge respondolder bulldog aeelener. connnuoub sheath orrs)such as plywood intact sheathing(TC)and/or dryw.pec) MRy o 3.2.Impact bridging or lateral bradne required where drown.. SEQ.: K2 8 3 8 9 6 8 4.No load druid be spoiled to any component until leer.8 bradng and 4.Installation of truss Id the reµansibillty of the r.apedke contr.dor. fasteners era complete end at no time should any bade greater than 5.Design assumes bosses are to be used In a noncorrosive environment. TRANS ID: LINK design loads be applied to any component. and Cr.for condition"of use. �/ Ms no control over end assumes no responsibility for the e.Oe gn��wmee fug bearing at all supports Mown.Shim or wedge If EXPIRES 12/31061 5.Dominants f brb.lbn.handling,shipment and installation of components. 7.Design aewmes adequate drainage is prodded. February 10,2017 8.This designfurnished is subject b the limitations set forth by 8.Plates shall be located on both feces of truss,end placed w their center TPIM TCA In SCSI,copies of which oil les finished upon request. linea coincide with joint outer lines. 9.Dolt.Indicate size o1 plats In Mahe*. MiTek USA,Inc.ICompuTrue Software 7.6.8(1L(E t5.For basic cannular plate design values see E3R-7377,ESR-798S(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2-) 0) 99 2- 8=(-126) 875 3- 8=(-396) 327 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-1185) 269 8- 9=(-134) 784 8- 9=(-285) 389 WEBS: 2x4 KDDF STAND 3- 4=(-1136) 991 9- 6=(-355) 1818 4- 9=(-226) 1360 LOADING 4- 5=(-1931) 425 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) 966 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 94 TOTAL LOAD = 92.0 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 lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 2OND. 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" @ 19'- 7.3" Allowed= 1.406" 11-00 11-00 MAX LL DEFL = -0.011" @ 23'- 6.0" Allowed= 0.150" MAX TL DEFL = 6 d SEASONED LUMBER /N DRY SERVICE 1' 1' � CONDITIONS 7-06-04 3-05-12 5-03-09 5-08-07 't' T 'f f f MAX HORIZ. LL DEFL = 0.059" @ 21'- 6.5" 12 12 MAX HORIZ. TL DEFL = 0.097" @ 21'- 6.5" 8.00 M-4x6 Q 8.00 0" Design conforms to main windforce-resisting 9.0 4 system and components and cladding criteria. ��\ 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. ,M-1.5X3 41 9 M-5x6 M-3x9 r r c, Agiin 8 ! o I M-3x4 M-5x6 0 . 4.00 4.00 12 12 011. 1111111111-111141111111111111 y y y y 1-06 7-08 6-11-04 7-04-12 y y 1-06 .,<,0 PROP?r S,�/22-00 ... " 89200PE JOB NAME : 60-B POLYGON - B2 Scale: 0.2533 it '� 1. WARNINGS: GENERAL NOTES, uneupon the ar noted: '9� OREGON �� 1.Balder and erection contractor should he advised of al General Notes 1,This design b based only upon the parameters shown and N for an Individual OREGON I Y Truss: B2 and Warnings before consirudion commences. building component.Applicability of design parameters and proper �} (�A 2.2x4 compassion Web bradng must be installed where shown+, Incorporation of component h the responsibility of the building designer. •5 ,) "I)"' 1/I i * vs. 3.AddNonal temporary bracing to Insure stability during construction 2.Design assumes me lop and honour chords to be laterality bread N TO 1"`4' Is the responsibility of the erector.Addafonel permanent bracing of cons and at ee tdn sod,es ply unless braced(TC)end/their length).by l A 1 L, DATE: 2/9/2017 the overall structure la the roeponsiblly of the building designer. 3.20 Intact�angor later l b sing requiredd Greatwhere shown++ SEQ. : K2 8 3 8 9 6 9 4.No load should be emptied to any component until atter all bradng and 4.Installation of Wu Is the responsibility of the raspedte contractor. fasteners are complete end at no time should any loads greeter than 5.Design assumes trusses are to be used Ina nen-corroate envbonmenl, TRANS ID: LINK design Wads be applied to any component agora for"dry condition"of use. 5.CompuTrus hes no control over end eswmee no responsibAAy for the 8.Design assumes NI bearing at all supports shown.Shhn or wwtlpe If EXPIRES:. 1�1/3 1/201 7 fabrication.handing,shipment end bMalkgon of components. mama. I£I.JI L 1/ '.Design assumes cedonbedrainage tetnss,provided. February 10,2017 8.This design Is furnished cabled to the limitations set forth by 8.Plates chap be located on both faces of Was,and placed so their canner TP WVECA M SCSI,copies of which call be furnished upon request. lines coincide with Joint ceder Nees. 9.Digits Indicate eke of piste In inches. MITek USA,Ino./CornpuTrus Software 7.6.8(1 L(-E 1o.For basic connector plat design values see ESR-1311,ESR-1888(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 94 2- 8=(-138) 1006 3- 8=(-291) 251 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1258) 273 8- 9=( -77) 656 8- 4=(-147) 519 WEBS: 2x4 KDDF STAND 3- 9=(-1107) 334 9- 6=(-166) 952 9- 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 PSF 5- 6=1-1258) 273 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) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -184/ 1095V -184/ 1B9H 5.50" 1.75 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 22'- 0.0" -189/ 1095V 0/ OH 5.50" 1.75 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 POE. kOND. 2: Design checked for net(-5 pef) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.011" @ -1'- 6.0" Allowed= 0.150" MAX TL DEFL = -0.013" @ -1'- 6.0" Allowed= 0.200" MAX LL DEFL = -0.030" @ 14'- 6.4" Allowed = 1.054" MAX TL DEFL = -0.050" @ 19'- 6.4" Allowed= 1.406" 11-00 11-00 MAX LL DEFL = -0.011" @ 23'- 6.0" Allowed = 0.150" MAX TL DEFL = -0.013" @ 23'- 6.0" Allowed = 0.200" 1' 1' SEASONED LUMBER IN DRY SERVICE CONDITIONS 5-08-07 5-03-09 5-03-095-08-07 / 1' T 1 1' MAX HORIZ. LL DEFL = 0.014" @ 21'- 6.5" 12 12 MAX HORIZ. TL DEFL = 0.023" @ 21'- 6.5" 8.00 p M-4x6 "S:18.00 4 0„ Design conforms to main windforce-resisting 4 4`0 system and components rand cladding criteria. 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 416111111111111, I-cr, 1111\1 �r- 8 9 L o I M-3x4 M-3x4 M-3x5(S) M-3x4 M-3x4 0' 1 l l l 7-05-10 7-00-12 7-05-10 1 12-00 y 10-00 1 ,0.(5%% WCo RQpFss l J• l l N t, N fi#9 X0,0. 1-06 22-00 1-0614,t -g.r° JOB NAME : 60-B POLYGON - B3 '� Scale: 0.2533 Lam . 10 er 1.Balderc GENERAL NOTES, udaup nthep e noted. 7s. OREGON t /a. 1. end erection conked°,should be advised of eq General Notes I.This design Is based only upon the parameters shown end h for en hddvlduel V!1 C47 V I V ""SJ Truss: B3 and Warnings before consnudinn commences. building component.Applicability of design parameters and proper �.} A 2.Da4 compression web bracing must be Installed where shown v. Incorpontldn of component Is the roep°ndbEry of the building dealpnet. ` "7 1 A O �} 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 0 1 W h IM responsibility of the erector.Additional permanent bracing of 2con.c.and al 70 a.c.roapedNey unless braced throughout theirlengthM R R 4 L�- hnuous sheathing such as plywood meaiing(TC)and/or nrywel(ec). DATE: 2/9/2017 the overall structure la the responsibility of the building designer. 3.M Impact brldgag or lateral bracing required were mown.SEQ. : T(2 8 3 8 9 7 0 4.No had should be applied to any component until alter ell bredng and 4.Installation of hue Is gra responsibility of the reaped!.contractor. fasteners ere complete and at no dine should any loads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment. TRANS I D• LINK dedgn loads be applied a any component. and are for"dry conditionof ease 5.GompuTnn has no control over end assumes no nepondbillty for the essa 6.Design ignn assumes NN bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2017 abdation,handling.ehipment and hMalletion of components. "y '.Design tsshallmdaadequate drainage fn. February 10,2017 B.This design Is furnished eub)ad to the*Mations set forth by 8.plated map be bated on both teas of truss,and plead so their anter TPBWICA h SCSI.cophe of which will be tarnished upon request. Inas coindde with Joint anter lines. El.Weir USA,Inc./Com True Software 7.6.8(11.)-E 0 FortDigits sin connector ads r Malted a inches. cat Pu10.For bask connecter fate tlin in valuta see ESR-1311,ESR-1988(MITek) 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 "oc spacing. TC: 2x4 RODE #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #160TR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Wind: 190 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"0C. 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, 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. 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. 14-102 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. 11-00 / 11-00 / 'I I 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 V3 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 HE TRUSS DESIGNER ASSUMES NO RESPONSIBILITY FOR THE DESIGN OF THE LATERAL BRACING TO THE HINGE CONNECTION ON.COMPETENT PROFESSIONAL ADVICE MUST BE OBTAINED RELATIVE TO THE DESIGN OF THE ADEQUATE LATERAL G TO THE HINGE TYPE CONNECTION. Cr 71. 00 1'— ,4111IL0 M-3x5 -Yo M-3x4 M-3x4 l 12-00 y 10-00 l .0 PRIJPFS' ,L 1-06 L 22-00 <Ct61 �, s/� ''' ' 89200PE. < JOB NAME : 60—B POLYGON — B4 _, /r! Scale: 0.3158 . 44, WARNINGS: CC- GENERAL NOTES, unless othenvbe noted 7 OREGON {r... 1.Builder and erection contractor Mould be advised of a1 General Nates 1.This design Is based only upon the parameters shown and h for an Indlaldual 77 lVJ((ll Clw,..�e vV V `.- Truss: B 4 end Warnings before construction commences. building component.Applksbilty of design parameters and proper rt 2.D14 compression web bracing mud be detailed where shone+. Incorporation of component Is the responsibility of the building designer. /) '1 Y f A. jV " 3.Additional temporary bredng to Insure stability during construction 44i2.Design assumes the top and bosom chortle to los laterally braced at V 1 f �. th by Is the responsibility of the erector.Additional permanent bracing of oont:rROI and e11G hin.saoh as plywodunless braced throughout drayir kn(B). R RI�` ntlnuot ri sheathing such b acng e sheathing(TC)whers and/or drywaA(BC). LA DATE: 2/9/2017 the overall structure is the responsibility tithe balding designer. 3.2c Impact bridging or lateral bracing required where shown+4 SEQ.: K2838971 4.No load should be applied to any component until after all breangand 4.Installation tnationoftru slstherarob�e�.ryycita respective contractor. fasteners are complete and at no time should any loads gloater than end Design afossumes Misses of use. ent, TRANS I D: LINK dedEompaTada be applied to any component. mon ty e.Deelgn assumes NA bearing at ag supports shown.Shim or wedge i EXPIRES: 1213112017 5.Com uTnts hoe no control over and assumes no re sibil for thenecessar feblkatIon,handling,shipment and lnstalhtlon of components. 7.Design assumes adequate drainage is provided. February 10,20.1 1 7 6.This design Is furnished subject to the limitations set forth by S.Plates shad be located on both faces of tuns,and placed so their center TPWwtCA in BCSI.copies of which w11 be Nmlatled upon request. Anes colndde with Joint center lines. Digits MITek USA,Inc./CompuTrus Software 7.6.811E O Far osin connectorplatelid.lgn vol ( )• 1.Far beNc tesloeof ate In looses.es sea ESR-7671,ESR-1866(MITek) This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 6'— 8.5" kOND. 2: Design checked for net(-5 psf) uplift at 24 floc spacing. TC: 204 KDDF 016BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=20.aft, 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=1.6, Truss designed for 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-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 3-09-09 3-09-04 1 T T 12 12 8.00 17 Q 8.00 IIM-9x9 3 411, ,1i M-3x9 1 ). 1 1-00 6-08-08 �� ° PRopFs 4 89200PE r JOB NAME : 60-B POLYGON - Cl • Scale: 0.5968 1 "R. WARNINGS:I.BuiderGENERAL NOTEdesign uNaupon thrMse e 0 /"�(uI re I.BuRder and erection mmrador Mould be advhetl of ail General Nates I.This ua b baaetl pp Won the p p re shown end is for en individual V R vR "{{ Truss: Cl and Warnings before construction commences. building componentA component islh of design parameters and proper -74 jOR`. 2.2x4 compro Won web bracing must be Installed where shown+, incorporation of component the responsibility of the building designer. �,/5 4 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et '�y( Is the responsibility of the erector.Additional permanent bracing of T o.c.and at he o c.rospectNPN unless braced mroughout their length by DATE: 2/9/2017 the overall structure la the responsibility of the building designer. Wminu Impact sheathing lateral b acing re requsheired ere shows and/or tlrywal(SC). ��..I��,,,, 3.In Impact bodging or hterel bracing required wMro e contractor. SEQ. K2838972 4.Noload eeMOWcbe miete edn at ny comtime shul urtil loadaRerednhend 5. asstaktion ufes I tame are tonel ueeinasreapedeeenviron fasteners ere complete and at no time Motor any loads greater than 5.and Designrassumes Inness are to be used In a nonconoeha environment, design bads be applied to any component. end aro for"My condition"of use. TRANS I D: LINK f.Design assumes full bearing sI all supports Mown.Shim or wedge if 5.CumpuTms has no control over end assumes no reaponNdNN for the neee»ary. EXPIRES: 1213112D 17 fabrication.handling,Mipmant and instelhtlon of components 7.Design assumes adequate drainage is provided. February 10,2017 6.Thio subject to is furnished aubjethe limitation.let forth by 8.Plates shell be located on both Now of truss,end placed so their center TPWVTCA b SCSI,copies of which vdI be Nmlehed upon request. ones coincide with joint center lines. 9.Digits Indicate We of plate m Inches. MITek USA,Ino./CompuTrus Software 7.6.8(11..)-E 10.For bask connector plate design values see ESR-1311.ES13-198111(Mitek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" IC OND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIF Wind: 190 mph, h=20.2ft, TCDL=4.2,BC DL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=1.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. 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 1OPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 3 -/ 0 N 2 I m oI o9 1 M-3x4 l 1 )• h t c� 1-04 4-00 \NO f n Ql'^Vt ,.,. 89200PE E' JOB NAME : 60—B POLYGON — Dl Scale: 0.8719 -In 400111. WARNINGS: GENERAL NOTES, unless otherwise noted. � O1"]Cf_'rlA /a . t.Balder and erection contractor Mould be advieed of all General Notes 1.This design Is based only upon the parameters shown end Is for an Individual flCGOI "N Truss: DI and Warnings before construction commences. boiidng component.Applicability of design parameter.end proper ,} 2.2n4 compression web bracing must be Installed where shown+. incorporation of component k the responsibility of the building designer. <0 A7 l'` 1 A.. O Y`- 3.Additional temporary bracing to Insure elablity dudng construction 2.Design assumes me tap and bottom chords to los laterally braced H '�.i( 1 W' �17+. Is the reeponeibilly of the erector.Additional permanent bracing of Y ntio. and at 10 o c ouch es ply unless braced throughout meb length by TR RIO- DATE: 1 2/9/2017 the overel structure Is the responsibility of the building ds continuous ror such l b plywood aired hers shown Impactbridgingor lateral bracing +. SEQ. : K2 8 3 8 9 7 3 4.No bad should be applied to any component anal ager all bracing and 4.Installation of trues le eeste responsibility s a E brise f the non-corrosive contractor, fasteners are complete and at no time should any bads greater than Design assume. to design beds be applied to any component. end ere for"dry condition.'of use. TRANS I D: LINK 5.compel ua tee no control over end assumes no responsibility forme S Design mmmrysumes Mat et all supports shown.Shin or wedge If EXPIRES: 12/31/2017 fabrication,handling,shipment and inetdbtlon of components. 6.This d7.Design esenmea adequate drainage h presided.B. 1-y O r 2O 17design is mmlehad subject b me limitations set forth by B.Plates shall be located on both faces of trams,and placed so their center TPWITCA In SCSI.copiers of which will be fumfahed upon request. ulnae colndde with Joint center lines. 5.Digits mtlinte size of plate in inches. MITek USA,Int./CompUTNe Software 7.6.8(11)-E 10.For beet nonneaor piste design values see ESR-7311,ESR-19193(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF N14BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 67 2-9=(0) 0 BC: 2x9 KDDF R1&BTR SPACED 24.0" O.C. 2-3=(-73) 31 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+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: 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/ OH 5.50" 0.08 KDDF ( 625) ** For hanger specs. - See approved plans LL = 25 PSF 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. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I 12 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 6.00 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.008" @ -1'- 4.0" Allowed = 0.133" MAX TL DEFL = -0.008" @ -1'- 4.0" Allowed = 0.178" MAX TC PANEL LL DEFL = 0.021" @ 2'- 5.4" Allowed = 0.248" MAX TC PANEL TL DEFL = 0.019" @ 2'- 5.4" Allowed = 0.372" 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=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (ASS Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), m load duration factor=1.6, o Truss designed for wind loads I . in the plane of the truss only. 0 N I rgrillIlIllIlrAl o - --- 21111110. 1 g* M-3x4 ,1 1 l 1-04 4-00 (PROVIDE FULL BEARING:Jts:2,4,3I ' :9200P r JOB NAME : 60-B POLYGON - D2 Scale: 0.7946 �: %'�r► WARNINGS: OENERAL NOTES, unless otherwlaa noted ' 1.Builder and erection conbadar Mould be advised of all General Nates 1.This design is based only upon the parameters shown and Is bran IrMMdual 7.♦ A.-� "^�� / Truss: D2 and Warnings before canatredbn commences building component.Applicability at design parameters and proper L• M7 t 2.2e4 compression web bracing must be Installed where shorn.. Incorponllon of component le the responsibility of the building dastgner. ;r/ti �` 14 A 3.Additional temporary bracing b Insure stability during construction 2.Design assume.the top end bottom chords to be laterally braced et �./ °4 Ie the responsib.N of the erector.Additional permanent bracing of conc.end eleehin such..plyunlessbracen/1C)andout/or ,yir 11(Bgth by eR41-�- DATE: 2/9/2017 the overall structure is the responsibility of the building designs,. Mlnuod steaming such as ding relywood sheathing/1C)and,or drywaA(BC>. 3.2.Impact bridging or lateral bracing required where ehovn a* SEQ.: K2 8 3 8 9 7 4 4.No load ahead be applied to any component anti after all bradng and 4.InstaNetbn of truss It the reepontbety or the respedhe contractor. fasteners Cr.complete and at no time Mould any baa greater than 5.Dedgn assumes trusses are to be used Ina non<orrasNe environment, design baa be applied to any component. and are for'dry condition"of use. TRANS ID: LINK a.Design assumeshlbearing atelsupports shown.Shim orwedge if EXPIRES: 12/31/2017 5.CompuTrd has no control over and assumes no responstlity for the µD, fabrication.handling.shipment and Installation of components. 7.Design assumes adequate drainage is provided. February 10,2017 8.This desiNaeW gn bted sub)ed to the limitations set forth by 9.Plates shag be bated on both fads of rues,and placed so their center TPLSSTCA In SCSI,copies of which will be famished upon request. Ines coincide with)dint center Inas. 9.Digits Indicate size of piste In Inches. MITek USA Inc./CompuTrus Software 7,6.8(10-E 10.For beak connector piste design values sea ESR-1311.ESR-1989(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 10.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #168TR LOAD DURATION INCREASE = 1.15 1-2=(-106) 77 1-4=(-98) 51 2-4=(-152) 152 BC: 2x4 ROOF #1&BTR SPACED 24.0" O.C. 2-3=( -10) 5 WEBS: 2x9 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD= 42.0 PSF 0'- 0.0" -25/ 210V -35/ 88H 5.50" 0.39 KDDF ( 625) an 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. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX 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" f ' 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=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-1.5X3 3 load duration factor=1.6, -/ End vertical(s) are exposed to wind, Truss designed for wind loads T in the plane of the truss only. m 0 I 0 I N u) P 1► / 4 -/ 0 M-3x4 M-1.5x3 J• 1 1 4-06-12 0-03-12 l y 4-10-08 .cf(Nak 49.0 itt 89200PE r JOB NAME: 60-B POLYGON - D3 . /!� _- Scale: 0.5645 4, (R IIP tr. WARNINGS: GENERAL NOTES, uNess othendse noted. '� OREGON 1 1.Budder and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters drown and b bran Individual kJ(l C.LTi✓)V Truss: D3 and Warnings before construction commences. budding component.Applicability of design parameters and proper 2.a4 oompreaaan web bracing mus a installed where shown o. mwrporadon of component is the responarolity of the building designer. < '�j+' 1 4. 20'� • 3.Additional temporary bracing to Inure MabIl ly during conatni lion 2.Design assumes ms lop and bosom chords to los laterally braced al �.e Is the roepontlblly of me erector.Additional permanent bradng of T o.c and at IV on.respectively unless braced throughout their length by (. f IO- DATE: �4 1 j continuous edging such es plywood sheathing(TC)aMbr dryweg(BC). 1�T'I DATE: 2/9/2017 the overall structure N the reeponelbdlty of me balding designer. 3.a Impact bridging or lateral bradng required where shown•. SEQ.: K2 8 3 8 9 7 5 4.No load should be applied to any component until alter all bradng and 4.Instatiatbn citron Is the responsibility of the respective contractor. fastens"are compete and at no One should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, end ere for'dry condition.'of use. TRANS ID: LINK design loads be applied to any component. B.Design assumesAlbearingstalsupportsshow,.Shhnorwedgeif EXPIRES: 12/31/22017 5.corn Trus has no control over end assumes no responsibility forme raw hbrkeIlan.hendling.shipment and mat.Iletlon of cornpon.nte. 7.Design assumes adequate drainage is provided. February 10,2017 8.This design Is furnished subject to the limitation set forth by 8.Plates shad be located on both faces of tone.and placed so their center I TPBWTCA In ECM,copes of which nil be famished upon request. Mies colndde with Joint center lines. 9.Digits indicate abs of pate in inches. MITek USA lnoiCampuTrus Software 7.6.8(1L)-E to.For beak connector plate design values see ESR13t1,ES11-0898 Wok) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 10.5" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF 415BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 RUDE #1&BTR SPACED 29.0" O.C. Design conforms to main windforce-resisting WEBS: 2x9 KDDF STAND system and components and cladding criteria. LOADING TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0),DL( 7.0) ON TOP CHORD = 32.0 POP Wind: 140 mph, h=20.4ft, TCDL=9.2,BC DL=6.0, ASCE 7-10, 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 PSF load duration factor=1.6, M-1.5x9 or equal at non-structural End vertical(s) are exposed to wind, vertical members (uon). LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Note:Truss design requires continuous bearing wall for entire span UON. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 4-06-12 0-03-12 T 4 4 12 6.00 M-1.5x3 -s 0 4-411111111111111111 0 1 N O 1f -��'�� -1 9 5 M-3x4 M-1.5x3 l 4-10-08 p CC :92200P moi,' JOB NAME : 60-B POLYGON - D441 Scale: 0.6010 ! WARNINGS: GENERAL NOTES, unless otherwise noted # ©[`] /?f l(il I.Buller and erection=Wader should be advised of all General Notes 1.This design is based only upon the parameters shown end Is rot an Indlvldual j w If ll 44774)f V Truss: D4 and Wemingebefore construdmncommences. building component.Apgkabilityofdesign parameters and proper �+�✓ �fy} `n. 2.2x4 eomproWon web bredng must be Installed where shorn+. Incorporation of component la the unless dbeay Dane building designer. '<) `7�+' f 4 3.AddEonal temporary brining to Insure stability during construction 2.Design assumes me tap end bottom chords to M labntiy braced al �+( 1 ... el Is the responsibility of the erector.Adddbnel permanent bracing of z•o.c and at 1a o.e nepedlvery unless braced throughout their length by E. �.'` continuous sheathing such as plywood sheathIg(IC)andror dryvnd(BC). Ft T^4. DATE: 2/9/2017 site overall sbudure Is IM responsibility of Me building designer. 3.2i Impact bridging or lateral bradng required Mum shown.< SEQ.: K2 8 3 8 9 7 6 4.No bad eheuld be applied to any component until after all bradng and 4.Installation of trans Is the respondbIlty 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 non-corrosive environment, TRANS ID. LINK design bads be applied to any component. and ars for'dry condition".ruse. 5.CompaTnd has no noMrol over and assumes no responsibility ter the S.Designµ�wmea NA beannp at all supports shown.Shinn or wedge It EXPIRES: d 2/31/20.7 tebrlcatbn.harming.shipment and Installation of components. 7.Design assumes adequate drainage la provided. February 10,20171Lt3 I! IL I! 6.This design b furnished subject to the limitations set forth by S.Plates shell be located on both feces of buss,and placed as then center TP W6FCA In BCS:,copies of which sus be furnished upon request. fins coincide with joint center Ones. 9.Digits Militate size of plate b Inches. MITek USA,Inc•/CompuTrus Software 7.6.8)1L)-E tO.For bad.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'— 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TO: 2x4 KDDF #l&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF 81aBTR SPACED 24.0" 0.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)*DL( 7.0) ON TOP CHORD = 32.0 PSF Hind: 190 mph, h=19.8ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MNFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=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. 12 Refer to CompuTrus gable end detail for 4.10 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 3 N . r 0 1 El M-3x9 4 1 , 1 1-00 4-00 r p 'AGO nOFfisc� �,.� ,v*4 #9fi# 0 �" 89200PE JOB NAME : 60-B POLYGON - E1 .,, ///. -.'" Scale: 0.8892 "A�r r� . —.'i . In WARNINGS: GENERAL NOTES, unless otherwiaanoted y' pREGON <v 1.Builder and erection contractor should be advMd of all General Notes 1.This design is based only upon the parameters sham and is bran indbdual Truss: El and Wer ngs before canprudbn commences building component.Applicability of design parameters and proper �} 2.204 ampraalon web bracing must be installed where Mown a. incorporation or component la the roeponsibXMy of the buigtlng designer. �11 '7�` 41 Q� 43.Addtilonal temporary bracing b insure stability during construction 2.Design assumes the top and bottom chords to be laterally bread el C./ �� is the responsibility or the erector.Additional permanent bracing of Y continuous and at ea o.c.rsuch a ply anode braced throughout melt length by Pi RILL anmpac8a ehging a,such b pltmg sheatwhere &own•drywal(BC). RIO-DATE: 2/9/2017 the overall structure lane responsibility of building designer. 3.2d impact bridging or lateral bracing required where sown.• SEQ.: K2 8 3 8 9 7 7 4.No load Mould be applied to any component until after all bracing and 4.installation of buss lathe responsibility of the respedle contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes Mares are to be used Ina noncorroeia environment, TRANS I D: LINK design loads be applied to any component. and ere ler My condition"of use. 5.CompuTrus has no control over and assumes no respunsibilay for the 6.Designe �aswmee fug bearing al all supped*Mown.Shim or wedge If EXPIRES: 12/31/2017 rabrhation,handling,MI t and installation or coin ry Aman components. 7.Plte,.assumes sdedenbadrainage hpros,d.an placedFebruary 10,2017 6.This design is furnished caged to the Ilmltallond dot forth by S.Pates Mal be hated on both faces or truss,end so their anter TPIMRCA In SCSI.copies at which all be furnished upon request. linea coincide with)hint anter linea. Digits lIaInches. Mek USA lnciCampuTrus Software 7.6.8(1L(E o.For bade Connector plate values see ESR•7311,ESR-1588(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cpl=1.00 TC: 204 KDDF #14BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-49) 22 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: 12.0" 0.0" TOTAL LOAD= 42.0 PSF 0'- 0.0" -57/ 333V 0/ 47H 5.50" 0.53 KDDF ( 625) 3'- 9.2" 0/ 47V 0/ OH 5.50" 0.07 KDDF ( 625) LL = 25 POE' Ground Snow (Pg) 4'- 0.0" -43/ 103V 0/ OH 1.50" 0.16 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12 REQUIREMENTS OF IBC 2015 AND INC 2015 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "on spacing. 4.00 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 = 0.014" @ 2'- 5.4" Allowed = 0.322" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.000" @ 3'- 11.2" MAX HORIZ. TL DEFL = -0.000" @ 3'- 11.2" 3 -/ Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, AITruss designed for wind loads N in the plane of the truss only. r 0 N /- (-1 N _ _ I in O 1 I 2�` 4 M-3x4 l 1 l 1-00 (PROVIDE FULL BEARING;Jts:2,4,3I4-00 to PR ope '� 89200PE r JOB NAME : 60-B POLYGON - E2 40 Scale: 0.8845 U. 40 Cr WIIRNIHOS: GENERAL NOTES, antes otherwiw redact -74. /"l['f(�./"s/'1A 1 * A/s, 1.BuNder and erection contractor should be advised of ag General Notes 1.This design is based only upon the parameters shown and Is for an individual V I1G17 V V 1 "6� Truss: E 2 and warnings before construction commence. building component Applicability of design parameter.end proper ,d Z.2x4 compression web bradng must be installed where shown 0. incorporation of component b the responsibility of m•building tleslgn•r. <0 "7 r` {vA 2O "`�"� 3.Additional temporary bracing to Insure stability durhp construction 2.Design eaeumae the top and bottom MOMS to be laterally bowed at 1 W Is the roaponalbNly of the erector.Additional permanent bracbp of continuous ntn.and at 1 O h.c.5 0 se ply woods braced(TC)an/t rheir Ie l)S).gth by '1.,,, 1• ` mpactsheathingen suchesacing reoird eehw/+r tlryvel(BC). i4,FJ[ LL+ DATE: 2/9/2017 the overall structue le the roeponsibAlly of the building deslgn•r. 3.2.Impact bridging or Mural endow required where shown++ SEQ.: K2838978 4.No load should be applied to any component until alter all bracing and 4. Aatlon oftru1rysshe are uity et to rrossp respective n.n.m, fasteners Sr.complete and.t no Me should any bads greater man Design assumes TRANS ID: LINK design bads be applied to any component. 8. end are `e for"dry se bearing ailw ns mown.Shim or wedgeIf 5,CompuTnn rats no control over and assumes no responsibility for thecognn mistimes g. supports EXPIRES:. 12/311201 T fabrication,handling,shipment and installation of components. 7.Design..sumss adequate drainage is prodded. February 10,2017 8.This design Is furnished subject b the Iimitsibns sat b t forth by 8.Plates aha(be located on both faces of thus,and placed so their center TPIM/ICA In SCSI,copies of 0filoh MN Ds furnished upon request. linea coincide with joint center lines. 9.Digits Indicate sits of plate in Inches. MiTek USA,Ina./CornpuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311.ES12-1988(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 #14BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 94 2-9=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-88) 32 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 92.0 PSF 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/ 39V 0/ OH 5.50^ 0.05 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 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/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= 0.114" 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 17 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: 190 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6r Truss designed for wind loads in the plane of the truss only. M-3x9 l l y 1-06 3-11-15 (PROVIDE FULL BEARING;Jts:2,3,9 "\ PROFe„s' GIN `J • 89200PE JOB NAME : 60-B POLYGON - J1 Scale: 0.7016 Avg / �~�',G��-y I.WARNINGS: GENERAL NOTES, uMaw otherwise noted. ' ' OREGON f , 1.Builder and eradbn contractor should be advised of all General Notes 1.This design Is based only upon the parameters New..end Is for an Individual Y "`.J Truss: J 1 and blaming.before construction commences. building component.Appllability of design parameter.end proper g must be Installed where shone+. incorporation of cora M Ie the re .B,Rt f the building d % 'Q y '8 A �0 2,7e4 commission web bracing pone responsibility g esgner. 3.Additional temporary bracing to insure stability during construction i Design assumes the top and bottom chords to be laterally braced et �.. by Is the responsibility of the erector.Additional permanent bracing of continuous and ea sins respectively as ply unless braced(TC)and/or their length). DATE: 2/9/2017 the overall cirantins is the rcepon.Iblllty or the building designer. 3.2r(iMp a briddging sheathing lateen el as plywood where wnor tlryweg(ec>. (� SEQ.: K2 8 3 8 9 7 9 4.No load should be applied to any component until after all bracing and 4.installation of truss is the rasponeblllty or the respedbe contractor. fasteners are complete and eta time should any baa greater than 5.Design eswmes trusses ere Is be used Ina non-cormeNe environment, TRANS I D• LINK design bads be applied to eny component. and are for"dry condition'of use. 5.CsmpuTrue has no control over and assumes no responsibility for the 8.Design assumes Ng bearing el sig supports shown.Shim or wedge If EXPIRES: 12/31/2017 neceaary. fabrication,handing,shipment and Installation of components. 7.Design awumes adequate drainage N provided. February 1 0,201 7 8.This design is le Wished subject to the limitations set forth by A Plates shall be located on both feat of truss,and plead coo their ceder TPNAfrCA in BCSI,copies of which wig be furnished upon request. lines coincide with Joint anter Imes. o indicate ecctof eIndus. USA Inc./CompuTrus Software 7.6.8(1L)_E tFoonbeak nenorpisdesign values tee ESR-1171,ESR•i ge8(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.9" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #15BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 94 2-4=(0) 0 BC: 2x4 KDDF #1GBTR 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 = 92.0 PSF 0'- 0.0" -81/ 418V -33/ 120H 5.50" 0.67 KDDF ( 625) 3'- 9.2" 0/ 98V 0/ OH 5.50" 0.08 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.9" -47/ 1O1V 0/ OH 1.50" 0.16 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 12 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.011" @ -1'- 6.0" Allowed = 0.150" 8.00 MAX TL DEFL = -0.013" @ -1'- 6.0" Allowed= 0.200" 3 MAX TC PANEL LL DEFL = 0.029" @ 2'- 5.4" Allowed= 0.277" MAX TC PANEL TL DEFL = 0.028" @ 2'- 5.4" Allowed= 0.915" 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: 190 mph, h=20.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, r (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o I load duration factor=1.6, o Truss designed for wind loads o I in the plane of the truss only. rn r 0 M-3x4 1 l 1 1-06 3-11-15 PROVIDE FULL BEARING;Jts:2,4,3I _c0 PROPk- g 89200PE r JOB NAME : 60-B POLYGON - J2 P''rill�✓. , Scale: 0.7197 lam . AO 4rt. WARNINGS: GENERALdNOTES, unless athho par rested -v OREGON /e, 1.Bum.,and erection contractor should be advised of all General Notes 1.This*alp Is based a*upon the parameters shown and Is or an Individual !1 1J ""Sl Truss: J2 and Warnings before construction commence. building component.AppsoblBy of design parameters and proper 4 �+} Nix it„4 2.2a4 compression web bradng must be metalled where shown+. Incorporation of component Is the reaponstbRty or the building designer. /^1 ^S {A �^`, 3.Additional temporary bracing to Insure stabilty during construction 2.Design assumes the top and bottom chords to be laterally braced at �./ il 1 W ,,a, Is me responsibility of me erector.Additional permanent bracing of 2 o.continuous aro H ea o.c.respecti vely unless braced throughout their length by �I R iv- DATE: �..L YN/ DATE: 2/9/2017 the overall structure Is the responsibility of the buildingde 24Impa to shginglor eter as acng re uir sheathing(TC)s andn+drywaA(BC). iy designer. 3.2a Impact bridging or lateral bracing required where.how/+. SEQ.: K2 8 3 8 9 8 0 4.No load should be applied to any component ural after all bracing and 4.Installation or trues Is the responsibility of the respective contractor. fader**are complete and at no time should any loads greater than 5.Design sseumea truaees are to be used In a non-corroelve environment, TRANS ID: LINK design loads be applied to any component. and are lor'dry oendtSon or use. 5.CompuTrus has no control over and saner assumes no reaps&bbey kr the 6.Design assumes full bearing at all supporta sheen.Shim or wedge If EXPIRES 12/31/2017 necessary. fabrication,handling,shipment and matalisaon of components. 7.Design assumes adequate drainage Is provided. February 1 0,201 7 6.This design Is furnished subject to the limitations set forth by 8.Plates al be located on both faces of trues,and placed so their center TPIMRCA In BC51,copies of wnbh will be(wished upon request, linea coincide weth Joint center lines. 9.Wel,USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.Forlasic connector pts indicate slas of lait e in mea design vetoes see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 9-00-00 GIRDER SUPPORTING 16-00-00 IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #14BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-129) 119 1-4=(-47) 51 2-4=(-152) 158 BC: 2x6 KDDF #14BTR 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( 19.0)= 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)= 314.0 PLF 0'- 0.0" TO 4'- 0.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 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 4'- 0.0" -173/ 729V 0/ OH 5.50" 1.17 KDDF ( 625) Hangers attached to the bottom chord REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. will have 1.5" max. nail penetration. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ** For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.026" @ 2'- 1.7" Allowed = 0.231" 3-08-04 0-03-12 MAX TC PANEL TL DEFL = 0.024" @ 2'- 1.7" Allowed = 0.346" ,r f f SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX HORIZ. LL DEFL = 0.000" @ 3'- 8.2" 8.00 I7 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: 190 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, jEnd vertical(s) are exposed to wind, AAIIA Truss designed for wind loads in the plane of the truss only. r 0 oi o el I �I �1�I 0 o -/ I 1► ** 4 0 M-5x10 M-3x8 y y y 3-08-04 0-03-12 ), 1 4-00 ��0PR()Fe.,s ` 89200PE r'' JOB NAME : 60-B POLYGON - JGIRD Scale: 0.5977 ...Vie le ir A_OREGON tW WARNINGS: GENERAL NOTES, octan otherwise noted I.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and h for an individual f A, Truss: JGIRD and wamings before construction commences. building component.Applicability et design parameters and proper ""/ i+f y,,,. P •\ 2.284 compression web bradn9 must be installed winos shown+. incorporation or component is the responsibility of the building designer. ,O. -7( A 3.Addhionl temporsry bracing to Inure stability during construction 2.Design assumes the lop end bottom drone to De latently braced sl 1L W ,yv by Is the reapondbil f the erector.Additional permanent bracing / Z continuous ou sheathing 7 P o.crsuch as ply unless brscetl(TC)a df their lanph). Fi R 4-\- yr} ty° 9° continuous ingor such as plywood sheathing(TC)where own•drywal(BC). Xy� DATE: 2/9/2017 the overall structure Is the responsibility of the building designer. 3.ZR Impact bridging or lateral bracing required efiers Nwwn** SEQ.: K2838981 4.No load should be applied to any component until after all bracing and 4.Designassumesoomeesisththe e rre respoe nsibility ydr the h rwapsdbec tNronr. fasteners are compete and at no time should any bade greater than and gn fss"dry t uses are t use. TRANS ID: LINK design badsbe reuedtoanycompanent. 6.Design assumes Mlbearing atalsupPodsMown.side orwedge if EXPIRES: 12/31/2017 5.CompuTrus Ma no control over and assumes no responsibility for the fabrication.handling,shipment and indallatlon of components. 7.necessary, assumes adequate drainage la provided. February 10,2017 6.This design is furnished aub)ed to the limitations set forth by 8.Plates shag be located on both faces of trues,and placed so their center TPNN1CA in BCSI,copes of which eli be furnished upon request. lines coincide oath joint center linea. 9.Digits indicate size of pate in inches. MITek USA,Ino./CompuTrue Software 7.6,8(1L)-E to.For basic connector plate design sakes see ESR•131t,ESR-1986(MNTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 11.9" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 94 2-4=(0) 0 BC: 2x9 KDDF #16BTR 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)+DL( 7.0) ON TOP CHORD = 32.0 PUP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -129/ 430V -18/ 79H 5.50" 0.69 KDDF ( 625) 1'- 9.2" -73/ 46V 0/ OH 5.50" 0.07 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.6" -19/ 91V 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 29 "oc spacing. BOTTOM CHORD CHECKED FOR 1UPSF 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 BC PANEL LL DEEM = 0.002" @ 1'- 0.0" Allowed = 0.054" 1-11-10 MAX TC PANEL TL DEFL = 0.003" @ 1'- 0.0" Allowed = 0.171" f ' SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 8.00 17 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=19.eft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 - (AllHeights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads 11 in the plane of the truss only. I' o I 0 I i o it -/ M-3x4 l l 1-06 1-11-15 'PROVIDE FULL BEARING;Jts:2,4,3j ,0 c O P R(�FFss zz` 89200PE T- JOB NAME : 60-B POLYGON - SJ1 , ,/! Scale: 0.7100 l�A WARNINGS: GENERAL NOTES, unless otherwise noted 1.Builder and erection centredor should be advised of all General Notes 1.This design Is bard only upon the parameters shown and Is for an Individual ! A_OREGON 'K/ Truss: SJl L "7 �b' A i and Wamliga before construction commences. building component.AppllcaMlNy of design parameters and proper �} 2.D:4 compression web bradng must be Installed where shown+, incorporation of component is Bra responsibility ache building designer. �/1 7 A 2.° "�'= 3.Atldshnel temporary bradng to tenure stability during construction 2.Design eseutnee the tap end bottom chords to las laterally braced at Sl "Y by la the roaponsi lty of the erector.Additional permanent bracing or Y ntln eand et sheathing o n reuch a ply unless braced(7G)an l their length). I 1�� continuousidinga,such l b plywood Me d where s armor dryweA(SC). ,(y DATE: 2/9/2017 the overall/shwas sirudure is the responsibility of the building daagner.. 3,b Impact bridging or lateral bracing required where shown*+ SEQ.: K2 8 3 8 9 8 3 4.Ne lad should be applied to any component until after all bradng end 4.Installation or Inns is the responsibility of the respective contractor. fastese.s are complete and at no time should any loads greater than 5.Design assumes busses are to be used in a non-corrosive envlronmem, TRANS ID: LINK deAgnloads beeddied toany component. and are for"dry condition"muse. 5.CompuTrus has no control over and assumes no reaponslblty for the 8.Desimgn assumes ha bearing at al supports Arson.Shim or wedge If EXPIRES: 12/31/9017 fabtlon,handling,enlpmerd and Installation of components. 7.Design ncaamines adequate drainage Is prodded. February 1 0,201 7 8.This design is finned subject to the limitations set fonts by 8.Plates shall be boated on both fade of truss,and placed so Meir center TPW.'TCA In SCSI.copies(Ann MI be tumbhed upon request. Ines coincide with joint anter linea. Mack USA Inc./Com UTrUS Software 7.6.8 i L E 9.Digits Incline size of plate M Inches. P ( )- 10.For basic connector plate design values re ESR-1311,ESR-1688(MITek) Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3/4" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. I ( (Drawings not to scale) Damage or Personal Injury Ira= Dimensions are in ft-in-sixteenths. Ilk Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. or X-bracin diagonal TOP CHORDS 9 g,is always required. See BCSI. 2. Truss bracing must be designed by an engineer.For 0-116wide truss spacing,individual lateral braces themselves Init :511111111 may require bracing,or alternative Tor I bracing should be considered. 3. IIIIII = Never exceed the design loading showntruand never Alor OIL\11111.A162d slack materials on inadequately braced sses. O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate C74 cs- C54 designer,erection supervisor,property owner and plates 0- 'hd'from outside BOTTOM CHORDS all other Interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each — This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint — required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice Is to to slots.Second dimension is ER 3907,ESR-2362,ESR-1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that i� Indicated by symbol shown and/or SYP represents values as published specified. bytext in the bracingsection of the by AWC in the 2005/2012 NDS SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING %es° 15.Connections not shown are the responsibility of others. Indicates location where bearings (supports)occur. Icons vary but 16.Do not cut or alter truss member or plate without prior ©2012 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. ® Min size shown is for crushing only. ling-itii 4, 18.Use of green or treated lumber may pose unacceptable I environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. iiisnotsufficient.BCSI: Building Component Safety Information20.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 I