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Plans (108) -„, MiTek° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-262_MAINOW 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: R45108976 thru R45108983 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. `��EQ P R OFesd' ‘AGI '7 /0 41.1 2 87022PE 9f ,Cj, OREGON q9 �v 'Pb '44$ER OS A. HEAP ,. - . ..:i . 7 - August 6,2015 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. Job Truss Truss Type Qty Ply POLYGON R45108976 PL15-282_MAINOW F01 Floor 10 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 Mi Tek Industries,Inc.Thu Aug 06 10:15:03 2015 Page 1 I�D::ivApMQj6GkN O�GM21 MwR LN MEzou9e-GTrkb90buHdX4aH??9ZvbLcS3pIY_bvZSp9Ps5yga?c c .. 1-0-0 1 T,1 1-2-0 1 p.d-1 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 14 15 16 17 18 19 20 21 22 23 O o \ o o e e e e \ e +`\ e o a \ / !a/ ! / l!/ ! /\e e/ ! Z ! / \ /-N moo I,,f4 I36 - 35 - 34 33 32 31 30 29 28 27 26 25 24 3x4 4x5 3x6 FP= 3x5= 34= 3x5= 3x4= 3x4= 3x5= 3x5= 4x5= 3x4= 1.5x3 SP= 3x5= 136-0 I 12-4-0 - 1-11-q 1 21-9-12 1 12-4-0 7-0 -7-0 8-3-12 Plate Offsets(X.Y)-- 128:0-1-8.Edge] [29:0-1-8 Edge] LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) Udefl L/d 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) -0.6129-30 >429 360 BCLL 0.0 Rep Stress Ina YES WB 0.49 Horz(TL) 0.09 24 n/a n/a BCDL 5.0 Code 1BC2012/TP12007 (Matrix) Weight:110 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 24=795/0-4-4,36=795/0-4-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1463/0,3-4=1463/0,4-5=2603/0,5-6=2603/0,6-7=-3427/0,7-8=3427/0, 8-9=-3932/0,9-10=3932/0,10-11=4130/0,11-12=-4130/0,12-13=3968/0, 13-14=3968/0,14-15=3968/0,15-16=3422/0,16-17=3422/0,17-18=2605/0, 18-19=2605/0,19-20=2605/0,20-21=1463/0,21-22=1463/0 BOT CHORD 35-36=0/773,34-35=0/2071,33-34=0/3052,32-33=0/3052,31-32=0/3717,30-31=0/4070, 29-30=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=-030/0,6-32=0/525,8-32=-406/0,8-31=0/301,12-29=-454/159,22-24=1082/0, 22-25=0/967,20-25=-852/0,20-26=0/747,17-26=620/0,17-27=0/523,15-27=-447/0, 15-28=0/585 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)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. <C�(CO PR 0FFss 870 2PE N � ,.. N �7 �Al, OREGO rig Q<U 'PO EMBER \1 OSA. HO; EXPIRES:06/30/2017 August 6,2015 4 I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI47473 rev.07116/2015 BEFORE USE Mil . Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. 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 Mitek* erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quatty control storage,delvery,erection and bracing.consul ANSI/TPI1 Qualily Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Intormation available from Truss Plate Institute,781 N.Lee Street.Suite 312,Alexandria.VA 22314. Suite 109 ranw Heights rA 9581n I Job Truss Truss Type Qty Ply POLYGON R45108977 PL1S-262_MAINOW F02 Floor 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Aug 06 10:15:03 2015 Page 1 I D:ivpMQ)6GkN OGM21MwRLN MEzou9e-GTrkb9obuHdX4a H??9ZvbLcQbpna_bCZSp9Ps5yga?c I 2-6-0 I I 1-9-12 1 1 1-2-0 1 1 1-5-0 1 Scale=1:26.4 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 3x4= 1.5x3 II 1 2 3 4 5 6 7 8 • II"11.- e o e- O / • :-- N .... .... 1'... 13 12 11 10 9 3x4= 3x6= 3x6= 1.5x3 II 1.5x3 II 3x4= 13-5-12 I 12-3-12 112-10-121 1 15-1-12 1 12-1-12 0-7-0 0-7-0 1-8.0 Plate Offsets(X Yl— [6.0-1-8.Edael,[7;0-1$,Edgej LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (lac) l/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.52 Vert(LL) -0.16 11-12 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.64 Vert(TL) -0.24 11-12 >743 360 BCLL 0.0 Rep Stress[nor YES WB 0.47 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:68 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=551/0-4-4,9=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)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. 5 �NGINEFR wO 2 Ac 87022PE 9r / yN ,� �Aj, OREGON tiz 4ti 90 AMBERS �O OS A. HE04P EXPIRES:06/30/2017 August 6,2015 4 t ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/2010 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/TPII Quaaly Crtieda,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 rirnre Hei0hts CA 05810 Job Truss Truss Type Qty Ply POLYGON R45108978 PL15-262_MAINOW F03 Floor 5 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Aug 06 10:15:04 2015 Page 1 ID:ivpMQj6GkNOGM21MwRLNME2ou9e-kfP6oVl DfalOhksC2s488Y9d?CByj6sigTuzPXyga?b I 7-3-0 1 1 1-2-0 11°-5-4 I 2-6-0 I Scale=1:20.8 1.5x3 II 3x4= 1.5x3 113x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 e !._..........,.......,„.._...._...,.............,......... . ::.1. N mei 0 0 12 11 10 9 3x4= 1.503 I I 3x4= 3x6= 354= I 2-6-0 1 3-1-0 13-8-0 31918 11-11-12 I 2-6-0 0-7-0 0-7-0 0-1-8 8-2-4 Plate Offsets(X Y)— [2:0-1-8 Edge].[10:0-1-8 Edge[_ LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.41 Vert(LL) -0.09 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.37 Vert(TL) -0.14 9-10 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.25 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:54 lb FT=0%F,0%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 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)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. • c�`Co ,AGN4-4, Fq s/,2 Q 870 2PE tJ) ,,N N 7 SAT OREGO ti?Q<U 'AO FM13ER \1 OS A. He'ik EXPIRES:06/30/2017 August 6,2015 $ I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MS-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. Mill 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 Mitek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delvery,erection and bracing,consult ANSIRPI1 Quality Criteria,DSI-89 and SCSI BuBding Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Cenw Noi°hts,CA 9551() Job Truss Truss Type Qty Ply POLYGON R45108979 PL15-262_MAINOW F04 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Aug 06 10:15:04 2015 Page 1 ID:ivpMQj6GkNOGM21MwRLNMEz0u9e-kfP6oV1 DfalOhksCZs488Y9ehCGYj9pigTuzPXyga?b 2-0.12 I 1 3x4= 5 2 1.5x3 I I Scale=1:8.8 0 N K K K h 4 3 1.5x3 II 3x4= 2-3-12I I 2-3-12 LOADING(psi) SPACING- 1-0-0 CSI. DEFL- in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.37 Vert(LL) 0.00 4 "'"" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.00 3-4 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (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)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)108 lb down at 1-5-8 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(8). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(pIf) Vert:3-4=5,1-2=50 Concentrated Loads(Ib) Vert:5=108(F) �cO PROFFs �ti s iN �`0 NG EF O R 4c� 2-r 8 e 2PE / f yNA OREGO el, 4ti T q �'OFMeeR ,1 �' �s A. HE. EXPIRES:06/30/2017 August 6,2015 1 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. Y �� Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the a B'�e�= erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IYI fabrication,quality control,storage.delvery,erection and bracing,consult ANSI/TPIl Quality Creeda,058-89 and SCSI Building Component 7777 Greenback Lane Safety lntormaeon available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 (Genre Hnighlc(:A 95610 I Job Truss Truss Type Oty Ply POLYGON R45108980 PL15-262_MAINOW F05 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Aug 06 10:15:05 2015 Page 1 ID:ivpMQj6GkN OGM21MwRLNM Ezou9e-CrzU 0r2rQutFJtR O7abNhmhgScV FSTcsv7e Wxzyga?a 11-0-0 1 (I-6-13 1r 2-D•4.o rT Scale=1:37.3 3x4 = 3x4 II 4x4= 4x4= 3x4= 3x4= 4x4= 3x4= 3x4= 3x6 FP= 3x4= 3x5= 3x4 II 1 2 3 4 375 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 36 35 34 33 t 32 31 30 29 28 27 26 25 24 3x6= 4x6= 3x6 FP= 3x5= 3x4= 4x4= 3x5 = 3x5= 3x5= 3x5= 3x6= 3x6= 3x5 SP= 4x5= I 21-9-12 21-9-12 Plate Offsets(X.Y)- I1:Edge.0-1-8]430:0-1-8.Edge] [31:0-1-8 Edge] LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (lac) i/defl 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/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) 36=931/0-5-8,24=720/0-5-8 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=X493/0,10-11=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)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. �7 4)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 ,`�Q`�� OFFss down at 6-6-0 on top chord. The design/selection of such connection device(s)is the responsibility of others. �Co NGI NER /.."--/- -4,-___,5)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). �� 2 LOAD CASE(S) Standard Q 870 2PE 9r 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:24-36=5,1-23=50 N 'Cl Concentrated Loads(Ib) C�,o OREG N <N Vert:7=360(B)37=104(B) J. 1 ii,�Q gO AMBER 1 Or, A- HECk�P EXPIRES:06/30/2017 August 6,2015 8 I A 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 Mick 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 MN is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility 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/TPl1 Quality Criteria,DSB-89 and BCSI Buliding Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Came Heights CA 95A1 i Job Truss Truss Type Qty Ply POLYGON R45108981 PL15-262_MAINOW F06 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Thu Aug 06 10:15:05 2015 Page 1 I D:ivpMQj6GkNOGM21MwRLN MEzou9e-CrzUO2rQutFJtR O7abN hmhfvccnSc3sv7eWx¢yqa?a I 2-0-12 I 1 3x4= 5 2 1.5x3 II Scale=1:8.8 L 0 K h 4 3 1.5x3 II 3x4= I 2-3-12 I 2-3-12 LOADING(ps() SPACING- 1-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.98 Vert(LL) 0.00 4 '"'" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.00 3-4 >999 360 BCLL 0.0 Rep Stress 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 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. (Ib/size) 4=385/Mechanical,3=252/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 14=380/0 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)517 lb down at 0-10-8 on top chord. The design/selection of such connection device(s)is the responsibility of others. 4)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:3-4=-5,1-2=50 Concentrated Loads(lb) Vert:5=-517(F) c �NGI NEER wa 44 2 8 12PE „9t' 7 N�Alj, OREGO ryo O<l!� 'AO FM$ER 'N\ OS A. HE.. EXPIRES:06/30/2017 August 6,2015 it ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. Design valid for use only with Mick connectors.This design is based only upon parameters shown,and is for an individual building component. bil.. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the �{ erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTele ele fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/IPl1 Quality Criteria,DSI-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 C.anrc Heights,ra A56tf1 Job Truss Truss Type Qty Ply POLYGON R45108982 PL1S-262_MAINOW F07 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Aug 06 10:15:06 2015 Page 1 I D:ivpMQj6GkN OG M21 MwRLN MEzou9e-h2VADA3TBC?5x10ahH7cDzEl dox2B3f?8nN4TQyga?Z 1_2_12 I 2-6-0 I 1 1.5x3 II 2 3x4 = 3 1.5x3 II Scale=1:8.7 II II 0 NM '■ k MI '/ 5 M 3x4= 3x4 = r11_ 3-11-12 I g 3-10-4 LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/defl 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 Incr YES WB 0.04 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:19 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-11-12 oc purtins, 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=141/0-4-4,5=141/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. c<<Y04 G N EF,q `r/0 2 87022PE 9r yN N �A�, OREG•N ti)Q� .pO SMBU \ On A. lif.. P EXPIRES:06/30/2017 August 6,2015 i I itill— A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. — .= valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the A�Te erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1X1 f fabrication,quality controL storage,delivery,erection and bracing.consult ANSI/TP11 Qualify Criteria,D51-89 and BCSI Building Component 7777 Greenback Lane Safely Informalon available from Truss Plate Institute,781 N.Lee Street.Suite 312,Alexandria,VA 22314. Suite 109 fans Heights r:a 956151 Job Truss Truss Type Qty Ply POLYGON R45108983 PL15-262_MAINOW P10 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Thu Aug 06 10:15:07 2015 Page 1 ID:ivpMM Qj6GkNOG f�21MwRLNMEzou9e-9E4FRVU35xV7yZBbnE_ermBnE9QIBwVZ9NR7d?syga?Y 1 1-0-0 1 0-�-1(g1-2-0 I f 70i Scale=1:36.9 4x4= 1.5x3 II 1.5x3 II 1.5x3 I I 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 I I 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 Mill"W &.. r i♦♦ ♦♦'�♦♦ ♦♦♦�i ♦♦ ♦♦♦i♦♦♦.♦♦♦ ♦ '�� 1� �_ 1:1, 36 35 34 33 32 31 30 29 28 27 26 25 24 3x6= 3x5= 3x6 FP= 3x5= 3x5= 3x5= 4x4= 3x5= 3x5= 3x5= 3x6= 3x5= I 21-9-12 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) I/defl Lid 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 0.02 Vert(TL) -0.00 24-25 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.06 Horz(TL) 0.00 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 No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 21-9-12. (lb)- Max 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. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 16-27=289/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)This truss has been designed for a total drag load of 150 lb.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 6.9 plf. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)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 down at 17-8-0 on top chord. The design/selection of such connection device(s)is the responsibility of others. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 <C'Ys-0 P R Or�Fss Uniform Loads(plf) Co N GINE / Vert:24-36=-7,1-23=-67 �� AGFR �1- Concentrated Loads(lb) y Vert:19=66(B)16=219(B) 870 2PE c cv -7NEAT OREG N (y,„iv �c FABER 11 r OS A- HVik EXPIRES:06/30/2017 August 6,2015 4 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MN-7473 rev.021/2015 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. 1111 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 ek= erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IMI l 1 fabrication,quality control storage,delivery,erection and bracing,consult ANSI/TPI1 Qually Crlteda,DSB-89 and BCSI Building Component 7777 Greenback Lane Safely Information avalable from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 'Rmc Heights rA 956111 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3 " Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 1 /a i I (Drawings not to scale) Damage or PersonalInjury offsets are indicated. g1 rY r�EI Dimensions are in ft-in-sixteenths. I� Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. 2. Truss bracing must be designed by an engineer.For 0 I'i 6' 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor IMM p bracing should be considered. ■_� 3. Never exceed the design loading shown and never /I44stack materials on hinadequately braced trusses. s i r s s s i g t i l O4 designer,erection ctionisu tervisorr,property ownerandFor 4 x 2 orientation,locate cry BOTTOM CHORDS csv all other interested parties. plates 0-iia' from outside edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each - This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint - required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. "Plate location details available In MITek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. Unless expressly noted,this design is notapplicable for PLATE SIZE PRODUCT CODE APPROVALS 9. use with fire retardantpreservaive treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR 1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR 2362,ESR-1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that specified. �! Indicated by symbol shown and/or by text in the bracing section of the 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. 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. ■ M reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. MINI ..--7.--. 0 18.Use of green or treated lumber may pose unacceptable �_ environmental,health or performance risks.Consult with project engineer before use. Industry Standards: MI ANSI/TPII: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. MiTek is not sufficient. BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.02/16/2015 111116 MiTek° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-262_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: R46497328 thru R46497337 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. PROFFss co NGINF9 /02 87022PE f NEAT OREGON (L 4) 4N 'AO � \\ C) /1/861:1 He'a EXPI'ES:06/30/1►7 February 5,2016 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. Job Truss Truss Type Qty Ply POLYGON R46497328 P115-262_UPPER F01 FLOOR 30 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Feb 05 12:42:28 2016 Page 1 ID:5u_v3gEK0kyU3yKt6j0VEBzp9O5-uiUUPOuRBe0QAGK7aeet4EnxgDZXt7TmjE1 envzo9V9 P-8-°I I 1-2-0 1 of i°-rti 11 D 0 1 1-2-D 1111 11-0-0 11 1-2-0 11 1-2-8 1 1-2-0 1 Scale=1:37.3 3x4= 3x4 I I 4x4= 3x4= 3x4= 3x6 FP= 3x4= 3x4= 3x4= 3x4= 3x4= 4x4= 4x5 = 3x4 I I 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 e , •'7' a / `�•��a\IP •`-/\ .. i f -III - /••M 1c14-a ca -e - ea M. 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 3x6= 3x6 FP= 3x5= 3x5= 3x5= 3x4= 3x5 = 4x6= 4x4 = 3x6 = 4x5= 3x5= I 21-9-12 I 21-9-12 Plate Offsets(X,Y)- [1:Edge,0-1-81,115:0-1-8,EdOel.f17:0-1-8,Edael,[18:0-1-8,Edgel,120:0-1-8,Edae],f25:0-1-8,Edoei[32:0-1-8,Edgel LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.59 Vert(LL) -0.41 31-32 >632 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.71 Vert(TL) -0.64 31-32 >405 360 BCLL 0.0 Rep Stress Incr YES WB 0.71 Horz(TL) 0.08 24 n/a n/a BCDL 5.0 Code IBC2012/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 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 39=791/0-5-8,24=791/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1285/0,3-4=1285/0,4-5=2293/0,5-6=-2293/0,6-7=-3076/0,7-8=3076/0, 8-9=3634/0,9-10=3634/0,10-11=3634/0,11-12=3970/0,12-13=3970/0, 13-14=4053/0,14-15=4053/0,15-16=3955/0,16-17=3955/0,17-18=3518/0, 18-19=2939/0,19-20=2939/0,20-21=2027/0,21-22=-2027/0 BOT CHORD 38-39=0/696,37-38=0/1816,36-37=0/1816,35-36=0/2712,34-35=0/3382,33-34=0/3829, 32-33=0/4046,31-32=0/4053,30-31=0/4053,29-30=0/3518,28-29=0/3518,27-28=0/3518, 26-27=0/2027,25-26=0/2027,24-25=0/939 WEBS 17-29=279/0,18-28=0/254,20-26=419/0,21-25=-591/0,2-39=1027/0,2-38=0/903, 4-38=815/0,4-36=0/731,6-36=643/0,6-35=0/559,8-35=-469/0,8-34=0/386, 11-34=300/0,17-30=0/706,15-30=402/124,20-27=0/1265,18-27=857/0, 22-24=-1206/0,22-25=0/1407 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Required 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be ���ED PR Opp attached to walls at their outer ends or restrained by other means. Co �N('I tVELczy/ 02 cc 87022P• �r y SAT OR OON (-P 9O FABER \' �O OS A. HEck 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. Design valid for use only with MiTekm connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the bulding designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 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 Qualty 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 PL15-262_UPPER F02 FLOOR 4 1 R46497329 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(option.1) 7.530 s Jul 11 2014 MTek Industries,Inc.Fri Feb 05 12:42:29 2016 Page 1 ID:Su_v3gEKOkyU3yKt6jO V EBzp905-Mu2sdMu3yy8HoPuJB M96cSK9sdy8cgovyum BJLzo9V8 I 1-3-0 I I 1-2-0 1 1 2-5-14 1 1 1-2-0 1 1 1-0.5 1 1 1-2-0 I I 1-5-13 I Scale=1:18.1 3x4= 3x4= 3x4= 1 2 3 4 5 6 7 3x4= 8 ® a e e o a " L-4' ° e a o 1—Z.77 0 oe ° e ° e ° o e e 16 15 143x4= 3x4= 13 12 11 104. 3x4 = 3x4= I 1-6-0 1 2-1-0 1 2-8-0 2T9f 5-4-13 1 5-11-13 I 6-6-13 6-18.8 7-10-3 I 8-5-3 I 9-0-3 I 10-9-0 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 1 Plate Offsets(X,Y)— f2:0-1-8,Edael,14:0-1-8,Edge1,16:0-1-8,Edue1.f7:0-1-8,Edgel,f12:0-1-8,Eduel,f14:0-1-8,Edgel LOADING(pst) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 Vert(LL) -0.13 13-14 >947 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.56 Vert(TL) -0.21 13-14 >601 360 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.01 9 n/a n/a BCDL 5.0 Code IBC2012/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 fames 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. ��.„ PRQ c ��5 , GINEER:(5% 87022PE c - �'o,s GREG•N ti� 11/ �Q ��8ER N\ N. �`' A. HE¢�P EXPIRES:06/30/2017 4 February 5,2016 A1•1111111•1 WARNING-Verifydesign parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE Design valid for use only with M7ek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individualtruss 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 QoaNty Criteria,DSB-89 and BCSI 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 R46497330 PL15-262_UPPER F03 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 12:42:31 2016 Page 1 ID:5u_v3gEKOkyU3yKt6j0VEBzp905-IHAd21 wKUZO 1j2iFnBahtPWuRiE4SBCPCFI0Ezo9V6 1-1 :1__I-0 0110-11-0 II O&8� Scale o 1:37.6 4x6 II 3x6 FP= 3x6 FP= 6x6 = 5x6 II 4x6 II 4x6 II 4x6 II 4x6 II 1 2` 3 4 39 5 6 7 8 9 10 11 12 40 13 14 15 16 41 17 18 19 20 42 21 22111r- �2 43 23 24 ...Aa I'' Mt 2AS 38 37 36 35 34 33 32 31 30 29 28 27 26 25 6x6 = 6x6= 3x6 pp= 5x6 II 5x6 I I 5x6 I I 5x6 II 3x6 FP= 6x6= 6x6 = 5x6 II 5x6 I I 92-0-4 I 8-1-4 0.5-181 1 21-9-12 I 8-1-4 -01-- 1 12-9-8 0-5-8 Plate Offsets(X,Y)- f11:0-3-0,Edoel LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.35 Vert(LL) 0.32 31 >811 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.26 Vert(TL) 0.35 31-32 >748 360 BCLL 0.0 Rep Stress Ina NO WB 0.78 Horz(TL) -0.04 25 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:163 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.OE(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 38=684/0-5-8,25=744/0-5-8 Max Uplift38=979(LC 10),25=-467(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1440/2113,313=1440/2113,4-39=-2536/3601,5-39=-2536/3601,5-6=-2536/3601, 6-7=-2536/3601,7-8=-3322/4629,8-9=-3322/4629,9-10=3798/5159,10-11=3798/5159, 11-12=3798/5159,12-40=-4029/5300,13-40=4029/5300,13-14=-4029/5300, 14-15=3884/4825,15-16=3884/4825,16-41=3454/3720,17-41=3454/3720, 17-18 454/3720,18-19=2692/2379,19-20=2692/2379,20-42=2692/2379, 21-42=-2692/2379,21-22=1560/1148,22-43=1560/1148,23-43=-1560/1148 BOT CHORD 37-38=1191/780,36-37=-2893/2028,35-36=4156/2969,34-35=-4156/2969, 33-34=-5028/3647,32-33=5159/3798,31-32=5313/3968,30-31=5162/3995, 29-30=-4351/3708,28-29=3034/3119,27-28=3034/3119,26-27=1752/2174, 25-26=-578/853 WEBS 10-33=272/196,2-38=-1006/1536,2-37=1218/872,4-37=-777/1058,4-36=-965/670, 7-36=-572/733,7-34=-625/467,9-34=-470/527,9-33=319/435,23-25=1100/745, 23-26=-754/934,21-26=-812/797,21-27=-828/684,18-27=564/866,18-29=905/442, 16-29=335/854,16-30=696/240,1430=180/541,1431=325/123,12-32=-321/225 ��cp P R OFFS NOTES- ��Co NGIN4- s/,-, 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x6 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 4 $70 2PE t' 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)20 lb down and 226 lb up at 1-3-0, 20 lb down and 226 lb up at 2-7-0,20 lb down and 226 lb up at 3-11-0,20 lb down and 226 lb up at 5-3-0,20 lb down and 226 lb up at N 6-7-0,20 lb down and 226 lb up at 7-11-0,20 lb down and 226 lb up at 9-3-0,20 lb down and 226 lb upat 10-7-0,20 lb down and 226 N H lb up at 11-11-0,20 lb down and 226 lb up at 13-3-0,20 lb down and 226 lb up at 14-7-0,and 39 lb down at 17-11-0,and 39 lb down ?-a' �A OREG N cI,O (. at 19-11-0 on top chord. The design/selection of such connection device(s)is the responsibility of others. � TQ` 1.` P�Q 5)In the LOAD CASE(S) '5:,section,loads applied to the face of the truss are noted as front(F)or back(B). M CbSER LOAD CASE(S) Standard S A. NEV- I) ER1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) EXPIRES:06/30/2017 Vert:25-38=7,1-24=67 February 5,2016 tIIIIIMMI Continued on page 2 t ®WARNING..Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. 101 x 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 budding designer must verify the applicability of design parameters and properly incorporate this design into the overall IM{��Pr k, building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication.storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quaity Criteria,DSI-B9 and BCSI Building Component Suite 109 Safety Information available horn Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Cams Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46497330 PL15-262_UPPER F03 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 12:42:31 2016 Page 2 I D:5u_v3ciEKOkyU3y Kt6jOVEBzp905-IHAd21 wKUZO_1j2iFn BahtP WuRi E4SBCPC FIOEzo9V6 LOAD CASE(S) Standard Concentrated Loads(Ib) Vert:11=15(F)2=15(F)3=15(F)8=15(F)9=15(F)6=15(F)15=15(F)14=15(F)39=15(F)40=15(F)41=15(F)42=-8(F)43=-8(F) t I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. M» 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/TPl1 Quality Criteria,DSB-89 and BCSI Building Component Safety Intormatlon 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 R46497331 PL15-262_UPPER F04 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MRek Industries,Inc.Fri Feb 05 12:42:31 2016 Page 1 ID:5u_v3gEKOkyU3yKt6jOVEBzp905-IHAd21 wKUZO_1j2iFnBahtPVzRhN4bjCPCFI0Ezo9V6 I 2-6-0 I 1 0-9-4 1 1 1-2-0 I I 1-50 1 Scale=1:19.9 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 1 2 3 4 5 6 3x4= 7 e e o - o e o o ` o e ... e e 12 11 10 9 3x6= 3x4= 1.5x3 II 3x4 = 3x4 = 9-2-12 I 8-6-4 8-p-2 1 9-9-12 1 11-5-12 I 8.64 0-I-k 0-7-0 0-7-0 1-8-0 Plate Offsets(X,Y)— 16:0-1-8,Edoel,110:0-1-8,Edgel LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TOLL 40.0 Plates Increase 1.00 TC 0.41 Vert(LL) -0.09 10-11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.38 Vert(TL) -0.14 10-11 >968 360 BCLL 0.0 Rep Stress Ina YES WB 0.23 Horz(TL) 0.01 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:52 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=416/0-4-4,8=416/0-4-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1171/0,3-4=-1171/0,4-5=-695/0,5-6=-695/0 BOT CHORD 11-12=0/824,10-11=0/993,9-10=0/695,8-9=0/695 WEBS 5-10=0/278,2-12=890/0,2-11=0/374,4-10=-492/0,6-8=-839/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. •��`� D P R O;c--SS ��c35 �NGINEF9 x'29 87022PE r- y N i)(`'' ''-'7'`\I 4>., OREG N ti;T<U Qi 9c AMBER \1Or Ot9 A. HE Os EXPIRES:06/30/2017 February 5,2016 6 e mil ®WARNING-Verity 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 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 properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DS6-89 and 6CSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46497332 PL15-262_UPPER F05 Floor 1 1 Job Reference(optional) PacEs Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Feb 05 12:42:32 2016 Page 1 ID:5u_v3gEK0kyU3yKt6jOVEBzp9O5rnTj?FNxyFtWrfdupUjpE4yfdgzxpOeLes?swgzo9V5 2-3-0 I 1 1-3-12 I I 1-2-0 I I0.843 I 2-6-0 1 Scale=1:26.8 1.5x3 I I 3x4 = 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 II 1 2 3 4 5 6 7 8 9 • o / c N e 9 ee 1r.d."- 14 13 12 11 �o- 3x4= 3x6= 3x5= 1.5x3 II 3x4 = 3x4= 11-11-12 I 10-9-12 p1-4-121 I 15-4-12 1 10-9-12 0-7-0 0-7-0 3-5-0 Plate Offsets(X,Y)— 16:0-1-8,Edgel,f11:0-1.8,Edoel LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.48 Vert(LL) -0.14 12-13 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.55 Vert(TL) -0.22 12-13 >850 360 BCLL 0.0 Rep Stress Ina YES WB 0.38 Horz(TL) 0.03 10 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:70 lb FT=0%F,O%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 15=560/0-4-4,10=560/0-4-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1762/0,34=1762/0,4-5=2007/0,5-6=-2007/0,6-7=1551/0,7-8=1551/0 BOT CHORD 14-15=0/1074,13-14=0/2048,12-13=0/1551,11-12=0/1551,10-11=0/1201 WEBS 7-11=-418/0,2-15=1177/0,2-14=0/755,4-14=-313/0,6-13=0/609,8-10=1296/0,8-11=0/687 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. '`rc s 0 PROFe670 6.... t,�NGINEFR /Q 870 2PE cc) cv 7 �4>, OREGO r QMH 'P0,-, ' ‘,1/8E9, 1\ �S A. Heck EXPIRES:06/30/2017 February 5,2016 / WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE Ml1.747J rev.10/03/2015 BEFORE USE. Design valid for use only with Mick®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the budding designer must verify the applicability of design parameters and properly incorporate this design into the overall MiTek',( budding design. Bracing indicated is to prevent budding of individual truss web and/or chord members only.Additional temporary and permanent bracing Mi dek' 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 Quardy Criteria,051-89 and SCSI building Component 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 R46497333 PL15-262_UPPER F06 Floor 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Feb 05 12:42:33 2016 Page 1 ID:5u_v3gEKOkyU3yKt6jOVEBzp905-EfHNTjyaOAeiG1 C4NCE2nIVpN EHFYR7VtWkPS6zo9V4 I 2-6-0 I I 2-0-12 11 1-2-0 11 1-5-12 I Scale=1:26.9 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 3x4= 1.5x3 II 1 2 3 4 5 6 7 8 e • e - 0111.111111.11111.1111111.1111111.1 .- 9N e e e e • 1 al.. 13 12 11 10 9 3x4= 3x6 = 3x6= 1.5x3 II 1.5x3 II 3x4= 13-8-12 I 12-6-12 10-7-0210-7-0 1 1-8-12 I 12-6-12 Plate Offsets(X.Y)— 16:0-1-8,Edge1.17:0-1-8.Edoel LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) Udefl 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 Ina YES WB 0.50 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code 1BC2012/TP12007 (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. ���'c° P R ops ��c., Al.�cco NGINEF /029 87022P/ i CV ��"c>,OR GON cP 0� O /1,/ ,--,./ �`S A. HER' EXPIRES:06/30/2017 February 5,2016 1 I 110a ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and B for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and bsystems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane uss Safely CitruInformation 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 R46497334 PL15-262_UPPER F07 FLOOR 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Fri Feb 05 12:42:34 2016 Page 1 ID:5u_v3gEKOkyU3yKt6jOVEBzp905-isdg3yCnUmZuBnHxvIHJV1?BeewHrBe5AUy?Yzo9V3 1 1-0-0 1 96_11 1-2-0 II 1-1-6 II 1-3-0 II 1-2-0 11 1-0.5 II 1-2-0 II 1-4-5 1 Scale=1:37.3 3x4= 3x4 II 3x4= 3x4 = 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 4x4= 3x4= 3x4 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 °e e_ y e_ • e_ a 2o ° e_ �- ° o ° ° °° // l'r=44' e o o o a o - a o _v,A(1/ P e 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 3x6= 3x5= 3x6 FP= 3x5= 3x5= 3x5= 3x4= 3x5= 4x4= 3x6 = 3x5= I 21-9-12 21-9-12 1 Plate Offsets(X,Y)- f1:Edge,0-1-81,114:0-1-8,Edgel,117:0-1-8,Edgel,119:0-1-8,Edoel.120:0-1-8,Edael,[25:0-1-8,Edoel,129:0-1-8,Edoel LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.48 Vert(LL) -0.33 29-30 >788 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.58 Vert(TL) -0.51 29-30 >504 360 BCLL 0.0 Rep Stress Ina YES WB 0.70 Horz(TL) 0.06 22 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:109 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.OE(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 36=593/0-5-8,22=593/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1119/0,3-4=1119/0,4-5=1959/0,5-6=1959/0,6-7=-2564/0,7-8=-2564/0, 8-9=-2928/0,9-10=2928/0,10-11=3064/0,11-12=3064/0,12-13=2911/0, 13-14=2911/0,14-15=2642/0,15-16=2642/0,16-17=2642/0,17-18=2090/0, 18-19=2090/0,19-20=1076/0 BOT CHORD 35-36=0/608,34-35=0/1567,33-34=0/2290,32-33=0/2290,31-32=0/2774,30-31=0/3025, 29-30=0/3022,28-29=0/2911,27-28=0/2911,26-27=0/2090,25-26=0/2090,2425=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. "<.n. 0 P R O>ress �Ca NOINEF9 /a 44 870 2PE 9r 7 �'cj, OREG N eP <l// �O ��BER �1 �0 On A. Heck EXPIRES:06/30/2017 February 5,2016 4 e M. WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M/1-7473 rev.1010312015 BEFORE USE. Design valid for use only with Mil-eke 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 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPIl Quality Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Suite 109 Cirrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46497335 PL15-262_UPPER 01 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 12:42:36 2016 Page 1 ID:5u_v3ciEKOkyU3yKt6jOVEBzp9O5-fEZW51_SJ50H7Uxf2KnI Ow7FZRFbI SbQUz33Rzo9V 1 1 1-2-13 1 1 1-2-0 11 1.0-5 1 '12,-AH00,_10 a�H 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 9 / \ /\ /\ /\ /\ /,\ ./\ /\Iloc.,w\'yI�\\`lam\ J 1'e° ° ° obn o II Ili 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 1 21-9-12 Plate Offsets(X,Y)- 12:0-1-8,Edge1,13:0-1-8,Edael,f5:0-1-8,Edgel,19:0-1-8,Edge1,125:0-2-0,Edael,(36:0-1-8,Edae1,139:0-1-8,Edael LOADING(psi) SPACING- 1-0-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.87 Vert(LL) -0.42 35 >609 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.95 Vert(TL) -0.66 35 >388 360 BCLL 0.0 Rep Stress Ina NO WB 0.21 Horz(TL) 0.08 26 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:117 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF 2400F 2.OE(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 26=686/0-5-8,42=832/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1517/0,34=3106/0,4-5=-3106/0,5-6=3931/0,6-7=-3931/0,7-8=4071/0, 8-9=-4071/0,9-10=-4066/0,10-11=4066/0,11-12=3911/0,12-13=3911/0, 13-14=3620/0,14-15=3620/0,15-16=-3191/0,16-17=3191/0,17-18=3191/0, 18-19=2622/0,19-20=-2622/0,20-21=1915/0,21-22=1915/0,22-23=1069/0, 23-24=1069/0 BOT CHORD 41-42=0/1517,40-41=0/1517,39-40=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=0/435,15-31=377/0,15-32=0/322, 13-32=263/0,9-34=256/124 . NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. �v0 PR OpF 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 `� c.) attached to walls at their outer ends or restrained by other means. �OJ� ��1tj I NEu ' W 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. '�� 29 The design/selection of such connection device(s)is the responsibility of others. . $70 2 P E r 5)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). or- LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 (P )N Uniform Verta26 42=5,1-25=50 -7 -02.,s. OREGON cy�`O<U Concentrated Loads(Ib) O 'SER Q\ Vert:6=-339(B) et `J A. HEP` EXPIRES:06/30/2017 February 5,2016 t _ ®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 MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component.not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate the design into the overall ��8 building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiT ek' is always required for stability and to prevent collapse with possible personal injury and property damage.Fa general guidance regarding the Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPl1 Quality Criteria.DSI-89 and SCSI Building Component 7777109 Safety Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312.Alexandria,VA 22314. Suite Heiahls,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46497336 PL15-262_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 12:42:37 2018 Page 1 ID:5u_v3gEK0kyU3yKt6jOVEBzp9O5-7RXul5?44P881eWrc11 x8fsArIgUH_5n8icbtzo9V0 1 1-6-0 I 1-4-8 I I 1-2-0 I I 2-5-14 I I 1-2-0 1 1 1-0-5 1 1 1-2-0 I I 1-5-13 I Scale=1:21.4 6x8= 5x6 II 5x6 II 4x6 I I 1 18 2 3 4 19 5 6 7 8 9 • • e e • 7,:vii e • N • --->------;: '''''''''.„, e e e • e a N w e e e e 17 16 155 x6 I I 14 135 II 12 11 6x8= 4x6 11 406 II I 12-6-0 I 12-6-0 Plate Offsets(X,Y)— 14:0-3-0,Edge1,15:0-3-0,Edgel,16:0-3-0.0-0-01,17:0-3-0,Edoel.18:0-3-0,Edgel.111:0-3-0,0-0-01.f13:0-3-0,Edael,115:0-3-0,Edoel,116:03-0,Eduel LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.23 Vert(LL) -0.10 14-15 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.31 Vert(TL) -0.15 14-15 >986 360 BCLL 0.0 Rep Stress Incr 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.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF 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. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-17=317/0,2-3=-3245/0,3_4=3245/0,419=3245/0,5-19=3245/0,5-6=-2888/0,6-7=-2888/0,7-8=-1484/0 BOT CHORD 16-17=0/2791,15-16=0/3245,14-15=0/2888,13-14=0/2888,12-13=0/1484,11-12=0/1484,10-11=0/1484 WEBS 3-16=-292/0,5-14=-267/0,6-13=-553/0,7-12=-609/0,8-11=0/376,2-17=-3204/0,2-16=0/853,5-15=-270/537, 7-13=0/1818,8-10=-1707/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x6 MT20 unless otherwise indicated. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1159 lb down at 1-7-0,and 350 lb down at 0-7-4,and 231 lb down at 6-3-8 on top chord. The design/selection of such connection device(s)is the responsibility of others. 5)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard ED P R°F 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 ,`�Q' F's'' Uniform Loads(p11) CDN GINE 9 / Vert:10-17=7,1-9=-67 ,, Concentrated Loads(Ib) 2-9 Vert:2=-1159(F)18=-350(F)19=204(B) ¢ 8/0 2PE N cv> y 1k) OREG N cy� �ti lO AMBER \\ .\OS A. HECk EXPIRES:06/30/2017 February 5,2016 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design void for use only with M7ek0 connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the bulding designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 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/Mil Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Informafion 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 R46497337 PL15-262_UPPER G4 FLOOR GIRDER 1 1 Job Reference(onfonal) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 Mi rek Industries,Inc.Fri Feb 05 12:42:37 2016 Page 1 ID:5u_v3gEKOkyU3yKt6jOVEBzp9O5-7RXu15?44P881eVVrc11 x8fSjrpcUMs5n8icbtzo9V0 I 1-2-4 I 1 3x4= 5 2 1.5x3 I I Scale=1:8.8 0 N y i 4 3 1.5x3 II 3x4= I 1-5-4 I 1-5-4 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.71 Vert(LL) 0.00 4 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Ina NO WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC20121TP12007 (Matrix) Weight:8 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-5-4 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=364/Mechanical,3=237/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-4=-360/0 NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)529 lb down at 0-6-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. 4)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(Of) Vert:3-4=5,1-2=-50 Concentrated Loads(Ib) Vert:5=-529(F) ,s, O PRO c,<<- 00 ` tiNR 0 � 2 c , 2 r � SP y AT OREGO to '2O cMSER N1 �' OS A- HE �P EXPIRES:06/30/2017 February 5,2016 i t a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. I. 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 budding designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Milek' 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/7I1 QuaBly Criteria,DSB-B9 and BCSI Building Component Suite 109 Safely Inlormaflon available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights.CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION I 6-4-8 dimensions shown int ft-in-sixteenths Failure to Follow Could Cause Property 1 3/" Center plate on joint unless x,y p 4 (Drawings not to scale) offsets are indicated. Damage or Personal Injury rI� Dimensions are in ft-in-sixteenths. rilloh, Apply plates to both sides of truss 1 23 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. O_T/f6., 2. Truss bracing must be designed by an engineer.For 4 wide truss spacing,individual lateral braces themselves p may require bracing,or alternative Tor I Millr_ liillr p p bracing should be considered. III,%p 111L111111tel 3. Never exceed the design loading shown and never a O stack materials on inadequately braced trusses. For 4 x 2 orientation,locate 1-- c7-8 C6-7 C5-6 O 4. Provide copies of this truss design to the building 0-"is' BOTTOM CHORDS all ottherdesigner,erection interestedspartiessor,property owner and platesfrom outside edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint — required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from * CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available In MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR 1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR-2362,ESR-1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that �! Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 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. ltkiNNIIIII reaction section indicates joint IMIII..%11.III El number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. II.uI, 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. iT, 10BCSI: 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 "1"1"'I tem Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.10/03/2015 ...... mit MiTek6 MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 60-D REVISED ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K2839060 thru K2839084 My license renewal date for the state of Oregon is December 31,2017. �,` (} PROF4- �c\\. GIN�fi-9 �/%,. g 89200PE r" �yy ,�OREGON� 12 ix k i0 4y142-43 0- M1iR1LL 6 — :A.,• t 4t 4jj_..!.. 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 and Truss-BC LUMBER SPECIFICATIONS 11-08-00 HIP SETBACK 1-09-00 FROM END WALL IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR 11-08-00 GIRDER SUPPORTING 5-06-08 1- 2=(-1131) 415 1- 7=(-235) 664 7- 2=( -250) 789 BC: 2x6 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=( -669) 260 7- 8=(-816) 1790 7- 3=(-1180) 609 WEBS: 2x9 KDDF STAND 3- 4=(-2086) 838 8- 9=(-816) 1790 3- 8=( -5) 356 LOADING 4- 5=( -664) 260 9- 6=(-234) 669 8- 9=( -5) 356 TC LATERAL SUPPORT <= 12"OC. UON. LL = 25 PSF Ground Snow (Pg) 5- 6=(-1131) 415 9- 9=(-1180) 609 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 69.0 PLF 0'- 0.0" TO 1'- 4.0" V 9- 5=( -250) 789 TC UNIF LL( 41.7)+DL( 11.7)= 53.3 PLF 1'- 4.0" TO 10'- 4.0" V TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 10'- 4.0" TO 11'- 8.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24"OC SON. FOR BC UNIF LL( 0.0)+DL( 16.7)= 16.7 PLF 0'- 0.0" TO 11'- 8.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED BC UNIF LL( 44.3)+DL( 30.1)= 74.4 PLF 0'- 0.0" TO 11'- 8.0" V 0'- 0.0" -331/ 861V -21/ 21H 5.50" 1.38 KDDF ( 625) 11'- 8.0" -331/ 861V 0/ OH 5.50" 1.3B KDDF ( 625) TC CONC LL( 3.7)+DL( 1.0)= 4.7 LBS @ 1'- 4.0" M-3x4 where shown; Jts:1,3-4,6-9 TC CONC LL( 3.7)+DL( 1.0)- 4.7 LBS @ 10'- 4.0" IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.052" @ 5'- 10.0" Allowed = 0.537" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL DEFL = -0.077" @ 5'- 10.0" Allowed = 0.717" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.010" @ 11'- 2.5" MAX HORIZ. TL DEFL = 0.014" @ 11'- 2.5" 1-03-11 9-00-10 1-03-11 Design conforms to main windforce-resisting T '' 1' f system and components and cladding criteria. 1-03-11 2-11-12 3-01-03 3-01-03 ,,(y 1-02-04 Wind: 140 mph, h=19.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f +4.709 T f irq,70# ' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 12 load duration factor=1.6, Truss designed for wind loads 12.00 12.00 in the plane of the truss only. M-4x6 M-4x6 rillIllIllIllIllIllIlllL 11*\ u I N o ` 1 - g 9 v6 I l l l 1-02-04 4-07-12 4-07-12 1-02-04 1 1-0O l ti�cO PROpts `z. 89200PE . -rr JOB NAME : POLYGON 60-D - Al Scale: 0.4870 . 40 tr. WARNINGS:ldera OThis finis NOTES, untaupotherwise ramete 7 �OflEGON �t 1.Builder and sbslan contractorshouldbeadvisedof all General Notes 1.buil design is net.opplcabnthe parameters shown and is far r individual OREGON'V A C� Truss: A 1end Warnings before construction commereee building 6n at component.Applicability of design parameters end proper 2� , 2.zxa compression web bracing mud be metalled where shown 0. Incorporation of component Is me responsibility of the building designer. <0 3.Additional temporary bracing to Insure stability during construction Z.Design assumes the top and bottom chorda to be laterally braced et SJ ) _ Ie the responsibtity of the erector.Additional permanent bracing of 2oc.aM al 10'oc respectively unless braced throughout their length by Ji.i F? I DATE: 2/9/2017 the overall structure is the responsibility of the buildingdes 20 Impact rapa to sheathing such as acinplywg re uir a where shoand/wn ar tlrywaA(BC). �/ bract. 4.In Imptctbodging or therelponingty of the whpe swarm•SEQ. : K2$3 9 0 6 0 a.Na lona mould be applied m any component until soar all bracing and 4.Installation of lona la the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non.orrosle environment, designloads beapplied to M. and are for'dry condition'of use. TRANS I D: LINKany component. s Design assumes full bearing at all supporta shown.shim or wedge If EXPIRES: 12/31/9017 5.CompuTrue has rw control over and assumes no responsibility for the part, ,.bncatton,handling.shipment and installation ofcomponents. 7.Design assumes adequate drainage is provided. February 10,2017 8.This design is furnished subject to the(imitations set tort by 8.Plates shall be located on both faces of tons.and placed so their center TPVWICA In SCSI,copies of whkh will be furnished upon request. lines coincide with joint center lines. uTrus Software 7.6.8(114-E B.Digits indicate size of plate m Inches. MiTek USA,Inc./Com P10.For bask connector plate design values see 6517-1311,E5R-1 B88(Mick) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1-2-( 0) 80 2-4-(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-65) 50 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -88/ 352V -32/ 99H 5.50" 0.56 KDDF ( 625) 1'- 1.3" -101/ 99V 0/ OH 5.50" 0.08 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -35/ 46V 0/ OH 1.50" 0.07 KDDF ( 625) , , 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12.00 7 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 1C OND. 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 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 3 -f MAX BC PANEL LL DEFL = 0.000" @ 0'- 8.7" Allowed = 0.021" MAX TC PANEL TL DEFL = 0.001" @ 0'- 8.4" Allowed = 0.220" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 1 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ;ti (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Iload duration factor=l.6, o Truss designed for wind loads I in the plane of the truss only. N f rv) oI 911111111111'N o1 o f ►� 'A M-3x4 J• 1 l I• 1-00 1-04 0-07-11 clo PRppk- (PROVIDE FULL BEARING;Jts:2,9,31 S 'CC- :9200P ter" JOB NAME : POLYGON 60-D - AJ1 / ,/ . Scale: 0.9081 - al I. tt WARNINGS: GENERAL NOTES, unlem otherwise noted. OREGON Myo 1 Truss: AJ 1 Builder and erection ooaraaor should be advised of all General Notes Thla design Is based only upon the parameters shown and Is for an individual ' A_l j ON and Warnings before wnstrualan commences balding component.Applicability of design parameters and proper -a+T„s y 2.204 compression web bracing mast be installed where shown 0. Incorporation of component Is the responsibility of the building designer. �/� ^'f,J 4 2 0 1'- 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced al �„! 1 G- 1 Is the responsibility of the erector.AddEonel permanent bracing of r rte and at 18 a o respectively unless braced throughout their length by DATE: 2/9/2017 the overall structure is the responsibRt of the building designer. continuous sheathing such as pryvrood sheathing re a/lo and/or drywell(BC). l IR i 1 Y 1 24 Impact bridging or lateral bracing required where shovel CO IR 1 1� SEQ.: K2 8 3 9 0 61 4,No Toed should be applied to any component until alter all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater then 5.Design assumes trusses ere to be used In a non-corrosive environment, TRANS I D: LINK design loads be applied to any componentand era for"dry nandttlon^of use. 5.Cent Trus has no control over and assumes no re fi.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES:, 12/31/2017 pu aponsl5llly for the Na febdcatbdi n.handing,shipment and installation of components. 7.Desryign assumes adequate drainage is provided. February 10,2017 6.This design S furnished sublea to the limitations set forth by 8.Plates shell be located on both faces of truss,end placed so their center TPbWTCA in BCNI,sepia.of which Abe furnished upon request. Anes coincide 0Mh OM center lines. 9.Digits Indloste size of Nate In inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E tO.For beelc connector pale design values see ENR-1377,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( O) 80 2-4=(0) 0 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-107) 93 TC LATERAL SUPPORT <= 12"OC. VON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 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" -13/ 334V -61/ 161H 5.50" 0.53 KDDF ( 625) 1'- 1.3" -51/ 112V 0/ OH 5.50" 0.18 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -85/ 107V 0/ OH 1.50" 0.17 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. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 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" -,f MAX BC PANEL LL DEFL = 0.001" @ 0'- 8.7" Allowed = 0.021" MAX BC PANEL TL DEFL = 0.001" @ 0'- 8.7" Allowed = 0.028" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 12.00 V 1' MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" ' MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=21.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads '-i in the plane of the truss only. 0 in /- o N o0 M 3x4 y Y l 1-00 1-04 2-07-11 (PROVIDE FULL BEARING{Jts:2,4,3 I ' E •cc` 8920OPE c JOB NAME : POLYGON 60-D - AJ2r '11:0'". ; a,'. Scale: 0.5931 � WARNINGS: GENERAL NOTES, unless otherMse noted. OREGONw� /.r. 1 Balder and erection contractor should be advised of al General Notes I.This design Is based only upon the parameters shown end Is for an Individual Y N Truss: AJ2 and Warnings before construdlon commences. building component.Applicability of design parameters end proper / 2.244 compression web bracing moat be Metalled where shown+. incorporation of component Is me roepondbAPy of the building designer. ,�} ( '�(i ,.Q 3.Additional temporary bracing to Insure stability during construction 2 Design ed 5118umes the top end bottom chorda to be laterally braced et v i 17r is the responeibiN f the erector.Additional permanent bracing of 2 o.a and at 10 o c respectively ph unless Mecca throughout their length by _IIO- DATE: o continuous sheathing such as pbwood aheathing(TC)and/or aywall(BC). Ft R DATE: 2/9/2017 the overall structure is the responsibility of the building designer. 3.24 Impact bridging or lateral bracing required where shown 4• SEQ.: K2839062 4.No bad should be applied to any component until after all bradng and 4.Installation oftrus5 thseeelaw�ilty sed 1tneenon-corrosive aspectiv Nee contractor. fasteners are complete and at no time should any loads greater than sed Design assumes Miry hiconsses 01 to b TRANS I D: LINK design bads be applied to any component. 6.s Design manes NII bearing et use.supports shown.Shim or wedge if 5.CompuTrushas ncontrol over and assumes noresponsibility for the na,aary. EXPIRES:. 12/3112017 fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. February�0,2�17 EL This design Is furnished fabled to the limitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center TPINOTCA in SCSI,copies of which via be furnished upon request. Ines cobrcide with joint center tines. 9.Digits Iodinate Nae of plate in Inches. MITek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate desgn values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 8.9" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #14,BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-4=(0) 0 8C: 2X9 KDDF #l6BTR SPACED 24.0" O.C. 2-3=(-160) 130 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" -55/ 240V -87/ 217H 5.50" 0.38 KDDF ( 625) 1'- 1.3" -181/ 304V 0/ OH 5.50" 0.49 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 8.9" -123/ 158V 0/ OH 1.50" 0.25 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 3 MAX BC PANEL LL DEFL = 0.001" 0 0'- 8.7" Allowed = 0.021" MAX BC PANEL TL DEFL = 0.001" @ 0'- 8.7" Allowed = 0.028" SEASONED LUMBER IN DRY SERVICE CONDITIONS (W' MAX HORIZ. LL DEFL = -0.002" @ 5'- 8.2" MAX HORIZ. TL DEFL = -0.002" @ 5'- 8.2" 12 Design conforms to main windforce-resisting 12.00 V system and components and cladding criteria. Wind: 140 mph, h=22.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. N O CO ob cr O f- N 0 0 M-5x4 1 l y y � �,, D PR 0,F�3 1-00 1-04 4-04-15 ry 'PROVIDE FULL BEARING;Jts:2,4,3 I � �NGI 4E0 f,J/, .... 89200PE r JOB NAME : POLYGON 60-D - AJ3 Scale: 0.4784TAPPs.....+... 10 CC WARNINGS: GENERAL NOTES, unless otherwise noted. OREGON ='V1 Truss: AJ 3 Budder and erection contred4r should be advised of all General Notes This s design Is based only upon the parameters Moven and Is for an individual A- r and Warnings before construction commences. building component.Applicability of design parameters and proper -a J 'y A 2.244 comprestdon web bracing must be Installed where shown*. Incorporation of component la the responsibility of the building designer. <C+ '9 7 2�t 3.Add conal temporary bracing to insure stability during construction 2.Design assumes the top and bottom chortle to be laterally braced at (f i 4 4 (�y. Is IM responsibility of the erector.Additional permanent bracing of 2'o.c.end at 10 o.c.respedNety unless braced throughout their length by /A(,,} T_ DATE: 2/9/2017 the overall structure is the ro continuous sheathing such as plywood sheath here)and/or drywaldBC) "{ t"f Rl 1 k eponsibmty of the budding designer. 3.241mpad badging or lateral bracing requked where shown.. !'� 1.. SEQ.: K2 8 3 9 0 6 3 4.No load should be applied to any component until after ell bracing and 4.Installation of tensa is the responsibility of the rasped..centred°, fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used in a nonroonoeNe environment, TRANS I D: LINK design bads be applied to any component. and are for•dry oondnlon'of use. 5.Command has no control over and assumes no responsibility for the S.n Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: !es(` 1/ O 7. fabrication handling shipment and Installation of components. ry. 7.Plathswmelcaedon drainage ls ofrussed. February 10,2017 6.This design is fumlMetl subject to the limitations set forth by S.Plates shell be heated on both taxa of boas,and placed so their abler TPIIWfCA in SCSI,copies of which wall be furnished upon request. lines coincide with joint center lines. MITek USA,Inc./Com uTrus Software 7.6.8 1 L E S.Digits Indicate size el plate In Inches. p ( )- to.For bade connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 22-00-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x4 KDDF #16BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 80 2-11=(-407) 1329 3-11=( -83) 173 16-15=( -1) 37 2x6 KDDF #16BTR T2 2- 3=(-2116) 678 11-13=( -20) 59 11- 9=(-196) 252 15-17=(-276) 1363 BC: 2x6 KDDF #16BTR LOADING 3- 9=(-1993) 699 12-14=(-692) 2094 11-12-(-392) 1374 15- 8=(-322) 1127 WEBS: 2x9 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=(-2069) 842 14-15=(-930) 1816 4-12=(-591) 1210 17- 8=(-935) 222 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V 5- 6=(-1587) 569 16-17=( -19) 83 13-12=( 0) 62 TC LATERAL SUPPORT <= 12"00. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 16'- 0.0" V 6- 7=(-2292) 735 17- 9=(-235) 1191 12- 5=(-599) 490 BC LATERAL SUPPORT <= 12"OC. VON. TC UNIF LL( 50.0)4-DL) 14.0)= 64.0 PLF 16'- 0.0" TO 22'- 0.0" V 7- 8=(-2479) 686 5-14=(-613) 371 BC UNIF LL( 0.0)+DL( 40.0)- 90.0 PLF 0'- 0.0" TO 22'- 0.0" V 8- 9=(-2046) 578 6-14=( -53) 793 9-10=( 0) 80 14- 7=(-234) 191 NOTE: 2x9 BRACING AT 24"OC VON. FOR TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" 7-15=( 0) 139 ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 16'- 0.0" _____ _________________=_______ BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 0'- 0.0" -542/ 1898V -162/ 162H 5.50" 3.04 KDDF ( 625) 22'- 0.0" -592/ 1898V 0/ OH 5.50" 3.04 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 0-09-12 MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 5-11-11 1' MAX LL DEFL = -0.052" @ 9'- 1.5" Allowed = 1.054" 5-11-11 10-00-10 MAX TL DEFL = -0.084" @ 9'- 1.5" Allowed = 1.906" T ' ' T MAX LL DEFL = -0.002" @ 23'- 0.0" Allowed= 0.100" 2-11-08 3-00-03 3-01-13 6-10-13 3-06-03 1-07-12MAX TL DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" / / / I f +3208 4320# I f 'I SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 12 MAX HORIZ. LL DEFL = 0.032" @ 21'- 6.5" M-7x8 M-4x6 N12.00 MAX HORIZ. TL DEFL = 0.052" @ 21'- 6.5" 12.00 V M-3x4 5 Design conforms to main windforce-resisting � T2 system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, M-1.5X3 -I- Truss designed for wind loads \ in the plane of the truss only. m o e 7 12 N AO -/r '=' 11 13 �I 0 I o M-3x5 M-4x10 M-7x8 0 0 M-1.5x3 M-7x8 M-1.5x3 M-3x5 y 1 ), ,L l y ,l 5-07-08 3-04-04 7-04-12 3-03-12 0-0a-07-12 1-00 9-01-08 l 10-05 y 2-05-08 l-00 ��'� .s Ne c�sS,/ y 22-00 ,w�` 8920C?PE 2-Y. JOB NAME : POLYGON 60-D - B1 Scale: 0.2550 ti WARNINGS: GENERAL NOTES, union otherwise noted: .t71/ OREGON a. 1.Builder and erection contractor should be advised of ail General Notes 1.TEl design la band only upon me parameters shown and h for an individual �{"' NO, Ac,Truss: B1 and Warnings before construction commences. building component.Applicability of design parameters and proper ^ 2.2e4 compression web bracing must be installed where shown a. Incorporation of component is the responsibility of the building designer. �✓0 14 2." 3.Additional temporary bracing to Insure stability during construction 2 Design s=cones the top end bosom chords to be IeterNty braced et ely unless braced throughout HINT length by yz la the responaibllty of the erector.Additional permanent bracing of 7 opnuousendasheathingressu ea plywood sheetmng(TC)and/or drywallBC) \r` A I t=\' DATE: 2/9/2017 me overall structure is IMsp responsibility of IM building designer. 3.nimpact bridging or lateral bracing required where shown+e 4.No bad should be applied to any component until ager all bradng and 4.Installation of truss is the responsibility of the respective contractor. SEQ.: K2 8 3 9 0 6 5 fasteners Sr.complete and al no time should any loads greater than B.Design assumes trusses are to be used Ins non-corroelve environment and TRANS I D: LINK design loads be applied to any component. Design Bsume condhbn'of at EXPIRES: 12/3112017 n r} ( /T S.Compulras Me no control over and assumes no responsibility for the 6.Deae.ea NR Mad t aA supports shown.Shim or wedge If . 12/a1'tf ll ry. f.is design I furnished shipmentandtotheli installationofcomponents. 7.Onlgnaawheloadequate ectonageded. faces of Iruc0.antl placod w their center TPNMCA In BCSI,copies of which NI be Nmished upon request. Rites coincide 04th joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA Inc./CompuTrus Software 7.6.8)1L)-E ill.For basic connector plate design values we ESR-1311,ESR-1988(Mask) 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 #14BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 80 2-13=(-163) 680 3-13=(-103) 109 17-10=(-189) 583 2x6 KDDF #1EBTR T2 SPACED 24.0" O.C. 2- 3=(-1064) 366 13-15=( -6) 26 13- 4=( -18) 104 19-10=(-464) 151 BC: 2x6 KDDF #15BTR 3- 4=( -946) 393 14-16=(-237) 962 13-14=(-100) 630 WEBS: 2x4 KDDF STAND LOADING 4- 5=( 0) 0 16-17=(-281) 909 4-14=(-228) 572 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=( -950) 434 18-19=( -12) 41 15-14=( 0) 41 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=( -719) 335 19-11=(-165) 566 14- 6=(-281) 219 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PIF 7- 8=( 0) 0 6-16=(-306) 167 13- 9=(-1090) 398 8-16=( -56) 404 LL = 25 PSF Ground Snow (Pg) 9-10=(-1221) 412 16- 9=(-216) 166 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10-11=(-1035) 327 9-17=( -27) 79 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=( 0) 80 18-17=( -4) 21 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 17-19=(-194) 677 OVERHANGS: 12.0" 12.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -229/ 1038V -164/ 165H 5.50" 1.66 KDDF ( 625) M-3x4 where shown; Jts:2,6,9-11,190-09-12 22'- 0.0" -229/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) 7-11-11 6-00-10 7-11-11 f f f f ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 2-11-08 2-09-12 2-02-07 1-01-13 4-10-13 2-02-07 3-03-12 1-07-12 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 1 ,f '1 .f ' 1' 1 '1 ' ' MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.024" @ 9'- 1.5" Allowed = 1.054" 6-00 / 6-00 MAX TL DEFL = -0.039" @ 9'- 1.5" Allowed = 1.406" 1 '( T MAX LL DEFL = -0.002" @ 23'- 0.0" Allowed = 0.100" 12 7 12 MAX TL DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" 12.00 12.00 SEASONED LUMBER IN DRY SERVICE CONDITIONS 7MAX HORIZ. LL DEFL = 0.015" @ 21'- 6.5" M-7x8 M-4x6 MAX HORIZ. TL DEFL = 0.025" @ 21'- 6.5" D 6 0 Design conforms to main windforce-resisting 1 system and components and cladding criteria. N, IF Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads M-1.5x3 in the plane of the truss only. 3 1r r") immoill010.1111 ' .A=4 NAL 01 X19 I 16 I 17 �� M-3x8 0 riniMw O 13 15 I I 18 19 0 M-3x8 M-7x8 0 ' M-6x8 0 M-1,5x3 M-1.5x3 l y y ), l l l 5-07-08 3-04-04 7-04-12 3-03-12 0-081-07-12 1-00 9-01-08 y 10-05 y 2-05-08 1-00y ��"'� GINE' ",0 22-00 "' :9200PE r` JOB NAME : POLYGON 60-D - B2 "410!!!!4; 5 . Scale: 0.2550 ili CC WARNINGS: GENERAeNOTES, unlaasothee parameters .a y� OREGON 4/ 1.Builder and erection contrador should be advised of al General Notes 1.This design is based only upon the parameters shown and h bran Individual 77 f1 fl L.'4!I w r(,/ Truss: 52 and Warnings before construction commences. building component.Applicability or design parameters and proper } t). 2.204 compression web bradng must be Metalled where shown". incorporation of component is the responsibility of the building designer. <0 "'7 1` 1 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chortle to los totally braced at Is the responsibility of the eredar.Additional permanent bracing of conT o inums and at 10'o c.respectivelysuch punless braced heaf (TC)a df their boom).by4111Fl R I Ll DATE: 2/9/2017 the overall structure Is the responsibility of the building designer. 3.24 Impact bridgingsheathing lateral brecing�required where shoot or drywal(BC). 1.., �✓• SEQ. : K2 8 3 9 0 6 6 4.No bed should be applied to any component until alter all bracing and 4.Installation Nimes la the responalbrnty of the respedre contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes bosses are to be used in a non-varrosNe environment, TRANS I D. LINK design loads be applied to any component. and are for'dry aondlbn"or use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes NY bearing at all supports shorn).Shim or wedge If EXPIRES: V i]'O CCs. 1 e1/ 11201'7. fabrication.handling.shipment and installation of components. 7.Design assumes adequate drainage Is provided. February 10,2017 ILI I.L k/l.! 6.This design is banished subject to the limitations set forth by 8.Plates shal be located on both faces of truss,end placed aa their center TPW.ICA In SCSI,copies of which Mil be fumiehed upon request. lines coincide 04th joint center Ilnes. 9.Digits indicate sifts ofplate ingn MITek USA,Inc./Com uTrus Software 7.6.8(1L)-E i For basic connector plate design values see ESR-1311,ES12-7 988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 80 2- 9=(-138) 738 3- 9=(-284) 281 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2- 3=(-1019) 359 9-10=( -41) 551 9- 9=(-182) 316 WEBS: 2x4 KDDF STAND 3- 4=( -812) 909 10- 7=(-115) 624 9- 5=(-108) 118 LOADING 9- 5=( -494) 369 5-10=(-126) 344 TC LATERAL SUPPORT <= 12"0C. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POP 5- 6=( -816) 406 10- 6=(-284) 281 BC LATERAL SUPPORT <= 12"0C. DON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1020) 358 TOTAL LOAD = 92.0 PSF 7- 8=( 0) 80 NOTE: 209 BRACING AT 29"OC DON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION($) SPECIFIED BY IBC 2015. 0'- 0.0" -177/ 103BV -273/ 273H 5.50" 1.66 KDDF ( 625) OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 22'- 0.0" -177/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) EONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 9-11-11 2-00-10 9-11-11 VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 ,r f f ` MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" I MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 5-00-12 4-10-15 2-00-10 4-10-15 5-00-12 MAX LL DEFL = 0.020" @ 12'- 5.3" Allowed = 1.054" ` f 1 I 1 '1 1' MAX LL DEFL = -0.002" @ 23'- 0.0" Allowed = 0.100" 12 12 MAX TL DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" M-4x6 M-5x6 MAX BC PANEL TL DEFL = -0.090" @ 4'- 8.6" Allowed = 0.594" 12.00 V N 12.00 SEASONED LUMBER IN DRY SERVICE CONDITIONS 40:4 MAX HORIZ. LL DEFL = 0.012" @ 21'- 6.5" MAX HORIZ. TL DEFL = 0.018" @ 21'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads M-1.5x3 M-1.5x3 in the plane of the truss only. M m o Oto o o M-3x4 9 0.25" M-3x4 M-3x4 0 M-5x8(5) z. y y 9-08-08 y 2-08-12 y 9-06-12 y l � � �'�� 1-00 22-00 1-00 44 11 R Qt- 89200PE c''. JOB NAME : POLYGON 60-D - B3 Scale: 0.2550 K, 3:7 [�.'a`'... •WARNINGS: GENERAL NOTES, unless otnenvlse noted OREGON 1 i'�`a 1.BuNder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shone and is for an Individual ((ll l.I V I V {i(� Truss: B3 and Warnings before construction commences bolding component.Applicability of design parameters and proper �j 2.2x4 compression web bredng coup be matched where shovel. Incorporation of component is the responsibglty of the building designer. </y "7 Y'' 1/I f1 U 4 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap and bottom chords to be laterally Mead et �./ 1 W f+ .„v, Ie flys responsibility of the erector.Adtlnlonel permanent bracing of Yo.e.and at ID o.c rsepectively unless braced throughout then length by 416'Pn4LV{'4h' DATE: 2/9/2017 the overall structure le them 20continuo sidging a,ng eaerlbh as acing required here s,55,,5r tlryweA(BC>. responsibility of the banding designer. 3. Impact bridging or lateral bracing required vinare shown.. SEQ. : K2 8 3 9 0 6 7 4.No load should be applied to any component until after all bracing and 4.Indatatlon of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a nuntorroswe environment, design loads be applied to any component. and are for dry condition•of use. TRANS I D: LINK8.Design assumes un bearing at Clsupports shown.Shim or wedge 11 5.CompuTnnheerrocontroloveraMaswmeanoreeponalbllltylorihe cemy. EXPIRES:' 12/31112D17 Iebncatin,handling,shipment and Installation of components. T.Design assumes adequate drainage is provided. February 10,2017 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and pieced w their center TPIW.(ICA in SCSI,copies of which will be tumisited upon request. lines coincide with Joint center lines. MITek USA Inc./Com uTrus Software 7.6.8 iL E 0.Digits indicate size of plate in Rches. P ( )- 10.For basic connector plate design values see ESR-737 I,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 9WR/DDF/Cg=1.00 TC: 2x9 KDDF #10eTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 80 2- 8=(-93) 892 3- 8=(-377) 399 BC: 2x4 KDDF #16BTR SPACED 29.0" O.C. WEBS: 2x4 KDDF STAND 2- 3=(-1094) 254 B- 9=(-52) 551 8- 4=(-299) 619 3- 9=( -987) 931 9- 6=(-93) 715 4- 9=(-249) 619 LOADING 9- 5=( -987) 431 9- 5=(-377) 349 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+CL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1094) 254 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) BO TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0" 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" -187/ 1038V -307/ 307H 5.50" 1.66 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 22'- 0.0" -187/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 1COND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. 11-00 11-00 f f VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 5-07-10 5-04-06 5-04-06 5-07-10 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 1 4' 4, f MAX TL DEFL = -0,003" @ -1'- 0.0" Allowed = 0.133" 12 MAX LL DEFL = -0.028" @ 7'- 5.1" Allowed = 1.054" 12.00 M-4x6 12 MAX TL DEFL = -0.043" @ 7'- 5.1" Allowed= 1.406" N12.00 MAX LL DEFL = -0.002" @ 23'- 0.0" Allowed = 0.100" 4.0" MAX TL DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" 9 SEASONED LUMBER IN DRY SERVICE CONDITIONS /1:1 MAX HORIZ. LL DEFL = 0.013" @ 21'- 6.5" MAX HORIZ. TL DEFL = 0.019" @ 21'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads M-1.5x3 in the plane of the truss only. M-1.5x3 3 \ / n) rw Y ' N T MM '''. 11 I 8 9 I M-3x4 M-3x4 M-3x5(S) M-3x4 M-3x4 l I l >L ), ) 7-05-01 7-01-13 7-05-01 PR 3{) -el l y s12-00 10-00 N , F9s/Cl y y1-0o 22-00 1-00 � JOB NAME : POLYGON 60-D - B4 Scale: 0.2296 t WARNINGS: GENERAL NOTES, unless ethanol..notedIr Truss: B4 I.Builder and erection cenlrador should be advlaed of a1 General Noles 1.This design Is based only upon the parameters shown and Is for an individual Q�E�7®1 Y1.0 and Warnings before construction commences. building componentApplicability of design parameters and proper rl 2.244 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. , I n Q � 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords b be laterally braced at 4 ,,,s(y Is the responsithlty of the erector.Additional permanent bracing of T o c and at 10'o.e respeclNety unless braced throughout their length by yrs`_ DATE: 2/9/2017 the overall structure la the reeponsibllgy of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywaRBC). 'a�'//sIZ?R.I 1 � Y 3.2::Impact bridging or lateral bracing led where shown++ !1-F 1l L.. SEQ.: K2 8 3 9 0 6 8 4.No load should be applied to any component until after all bracing end 4.Installation of hush la the responsibility of the respective contractor. fasteners are complete end at no time should any loads greater then 5.Design assumes trusses are to be used in a non-wrrodve environment, TRANS ID: LINK design bads be applied to any component. and are for"dry condition"of us.. 5,CompuTrus has no control over and assumes no responsibility for the 6.De�gn�w assumes N8 bearing al all supports shown.Shim or wedge if EXPIRES:` 12'/3.1/2617 fabrication,handling,shipment and installation of components. ry' 7. d. 6.This design Afurnished subJedtothe limitations set forth by 8.Ptesnshall belcatteassumes donboth faceeuate drainagels oftrussprovis,and placadso their coMer February 10,2017 TPIIWICA in SCSI,copies of which will be rumished upon request, line coincide with Joint center lines. MITek USA,Inc./CompuTfus Software 7.6.8(1L)-E 9.Digits indicate sire of piste In Inches. 7 I.For basic connector plate design values see EBR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x9 KODE #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #ls BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"0C. UON. LOADING CHORD = 32.0 PSF Wind: 140 mph, h=24.7ft, TCDL=4.2,BC DL=6.0, ASCE 7-10, LL( 25.0)+DL( 7.0) ON TOP BC LATERAL SUPPORT <= 12"OC. UON. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), DL ON BOTTOM CHORD = 10.0 PSF load duration factor=1.6, TOTAL LOAD = 92.0 PSF 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 1IPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 11-00 11-00 1' 1' 12 I IM-4x4 12 12.00 7" 3 N12.00 int / , m rn O �,I cel o M-3x5(5) to 0 =M-4x4 =M-4x4 1 1cO p R npFss 12-00 10-00 y y �e\C'� GIN4.. /��... l l 1-00 22-00 1-00 89200PE I' JOB NAME : POLYGON 60—D — B5 Scale: 0.2425 WARNINGS: GENERAL NOTES, unless otherwise noted 7 OREGON z! 1.Balder and erection contractor should be advised of el General Notes 1,This design is based only upon the parameters shown and is for an indlvbual /4. NIX Truss: B5 and Warnings before construction commences building component.Applicability of design parameters and prope 2.2s4 compression web bradng roup be Instated where Mown a. Design sesaIncorporationmes a tamponed la the m chords to of Me balding ed at designer. '© y 14 0 3.Additional temporary bracing to Insure stability during construction 2 Design aswmee the lop and bosom chorda to tis laterally braced at by Is the responsibility f the erector.Additional permanent bracing of c o.a end at ea10'o.c.such as ply unless braced(TC)and/or dryeir lengm). /11741:410- DATE: C`ry 1\ + ty o germane wnbnuoe sheathing such as ply unle s braced thrO)boutt drywal(BC). Ay�-I 1.1r+ DATE: 2/9/2017 the overall structure Is the responsibility of the building designer. 3.W hoped bridging or lateral bracing required where shown++ SE 4.Na load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respedNe contractor. Q K2 8 3 9 0 6 9 fastener are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment TRANS I D• LINK design bads be applied to any component. and are for dry condition"ri of as.. �/ C 5.CompuTrus has no control over and assumes no responsibility for the 8 Design NM bearing at an supports shown.Shim or wedge if EXPIRE 12/3112017 fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. S.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center February 10,2017 TPIWTCA in SCSI,copies of which all be famished upon request. 9.MineDigs coincide with joint icate size of plate center ea ten Ones. Inches. MiTek USA Inc./CompuTrus Software 7.6.8(1L}E 10.For bask connector plate design values see ESR-131 t,055-1588(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 5'— 0.0" FONT,. 2: nesian rherked for net(-5 ysf) uplift at 24 'nc snUcino. TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF HIaBTR 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. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=20.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=1.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. M-1X2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 12 4.00 DESIGN ASSUMES PLYWOOD SHEATHING ON ONE FACE o 0 N 11111111111 f I 0 Bir A 3 4 l l y 0-06 5-00 .ckt,O PR0 -k..„ LY c\5 ANG{N 'Q /0 z9200PE4000111 . JOB NAME: POLYGON 60-D - Cl 10. . . Scale: 0.8292 40 46. OREGON 40 WARNINGS: GENERAL NOTES, unless otherwise noted. Y: Truss: Cl I.Builder and erection contractor should be advised OM General Nates 1.This design h based only upon the parameters shown and Is for an individual <,y+k '4 1 4 n.° and Warnings before construction commences. building component.Applicability of design parameters and proper V 4 2.2x4 compression web bracing must be installed where Moven 4. Incorporetlan of component la the responsibility of the building designer. 3.Additional temporary bracing to Inure stability during construction 2.Design assumes the top and bottom chortle to be lateraly braced ll:10,- T h the responsibility of the erector.Additional permanent bracing Sr 2 o.e.and al IC,ae o.c.respect.ply unless braced throughout their length by C; f`i 1s DATE: 2/10/2017 the overall structure Is the responsibility of the building designer. continuous sheathing such as plywood aired where g(TC)and/or drywall(SC). 3.2x Impact bridging or literal bracing required wMown.. SEQ.: K2 8 3 9 0 71 4.No bad should be applied to any component until after all brewing and 4.healetion of truss h the responsibility Whir re.pectNe contractor. fasteners are complete and at no time should any loads greater than H.Design assumes true.es are to be used In a non-oorreahe environment EXPIRES: 12/31/2017 TRANS ID: LINK design loads beapplied toany component. and are?Why condition.of use. 5.CompuTrus has no control over and assumes no responsibility for the 8. De 5. beeringetsipwpporteshown.Shim sirwedgeit February 10,2017 fabrication.handling,shipment and Installation of components. ry. 6.This design Is furnished subject to the limitations set lees by 7.Design assumes adequate drainage is provided. El.Plates shall be located on both faces of truss,and placed so their center TRIIWfCA In SCSI,copies of which vAl be famished upon request. Ines coincide with Joint center lines. 9.Digits Indicate she of plate In taches. Weft USA,Inc./CompuTrus Software 7.6.8(114-E Maw basic connector plate design values roe ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 18 2-6=(-75) 57 2-3=(-153) 68 BC: 204 KDDF #1RBTR SPACED 24.0" O.C. 2-3=(-22) 87 4-6=(-155) 137 WEBS: 2x9 KDDF STAND; 3-4=(-68) 52 2x6 KDDF #2 A LOADING 4-5=) -7) 3 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LETINS: 2-00-00 0-00-00 LL = 25 PIP Ground Snow (Pg) 0'- 0.0" -35/ 284V -26/ 71H 5.50" 0.45 KDDF ( 625) 5'- 0.0" -24/ 203V 0/ OH 5.50" 0.32 KDDF ( 625) OVERHANGS: 6.0" 0.0" 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. *' For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.000" @ 0'- -6.0" Allowed = 0.050" MAX TL DEFL = -0.000" @ 0'- -6.0" Allowed= 0.067" 1-10-13 2-09-07 0-03-12 MAX LL DEFL = 0.029" @ 1'- 9.4" Allowed= 0.204" f f 1' '( MAX TL DEFL = 0.026" @ 1'- 9.4" Allowed = 0.272" 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 4.00 ' MAX HORIZ. LL DEFL = -0.000" @ 4'- 8.2" MAX HORIZ. TL DEFL = -0.000" @ 4'- 8.2" Design conforms to main windforce-resisting system and components and cladding criteria. M-3x4 5 Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cet.2, Exp.B, MWFRS(Dir), 1111.1111111111111111111111111 load duration factor=1.6, PP End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x4 3 V 0 0110 N \ f O 11 1111111111111111111111161 f6 2►� M-3x10 M-1.5x3 y )' Y 4-08-04 0-03-12 y l b /1 0-06 5-00 �o PRoi tv,mac" t.?' 9 cS'/0� 4 :92200PE 5' JOB NAME : POLYGON 60-D - C2 %% !i ' Scale: 0.5703 le CtV WARNINGS: GENERAL NOTES, unless otherwise noted: 74. OREGON _ / 1.Balder and median contractor should be advised of all General Notes t.This design Is based only upon the parameter.shown and Is for an Individual 'y •y \'W Truss: C2 and Warnings before conelrudbn commences. building componentApplicability of design parameters and proper / 4� 2.2s4 compression Web bracing mug bebriningtaIletl where shown+. Incorporatlnn of component la the responsibllly of the building designer. / 3.Additional temporary brining to insure steb811y during construction 2 Design assumes iha top and bottom chards to ba laterally braced at Is the resparrelbiPly of the erector.Additional permanent bracing of 7 o.nti and et ea o c respectively unless lasted DE)and/or their length by �""P R-IO- DATE: t \ til continuous sheathing each as plywood sheathing(TC)and/or tlryweN(BC). Iib.('� {+L+ DATE: 2/9/2017 the overall structure Is the responsibility of the building designer. 3.2s Impact bridging or lateral bracing required where shown++ SEQ.: K0030 0 7 2 4.No load should be applied to any component until after all bradng and 4.Installation or truss Is the responsibility of the respedNe contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS I D• LINK design bads be applied to any component. end era for"dry n"of use. 5.CompuTrus has no control over end assumes no responsibility for the S.neeeg assumes full A be atlnp at all supports shown.shim or wedge If EXPIRES: 12131 Nr2017 ry bbd sign handling,shipment theHmbabnnf components. S.Pastes habe,adequateo ethiface is provided. February 10,2017 e.Thio design b furnished subject to the limitations set forth by S.plates shah be bated on both faces of trues,and placed so their center TPIIWICA In BCSI,copies of which all be furnished upon request. lines coindde with joint center Iinas. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E II.Far basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 6.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 j TC: 2x4 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -13) 31 1-6=(-103) 97 1-2=1-181) 27 BC: 2x4 RODE Wl&BTR SPACED 24.0" O.C. 2-3=(-122) 0 5-7=(-139) 130 6-5=( 0) 13 WEBS: 2x4 KDDF STAND; 3-4=( -45) 44 5-3=1 01 47 2x6 KDDF #2 A LOADING 3-7=(-199) 159 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. VON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -12/ 197V -49/ 105H 5.50" 0.31 KDDF ( 625) LETINS: 1-04-06 0-00-00 3-06-03 LL = 25 PSF Ground Snow (Pg) 3'- 5.4" -91/ 88V 0/ OH 1.50" 0.14 KDDF ( 625) 1 5'- 6.5" -20/ 90V 0/ OH 5.50" 0.14 KDDF ( 625) 1-00-07 2-05-12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. I_ VOND. 2• Design rherked for set i-5 psfl uplift at 24 "cc snaring BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 12 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0,003" @ 0'- 9.2" Allowed = 0.147" 12.00 MAX TL DEFL = -0.004" @ 1'- 10.3" Allowed = 0.195" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" ** For hanger specs. - See approved plans MAX BC PANEL TL DEFL = -0.009" @ 3'- 6.4. Allowed = 0.192" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.013" @ 5'- 2.5" MAX HORIZ. TL DEFL = -0.011" @ 5'- 2.5'• M-9X6 Design conforms to main windforce-resisting system and components and cladding criteria. ko Q� a Wind: 140 mph, h=21.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, ,/I/' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1,6, MTruss designed for wind loads M-5x6 111=1111111111111111111111.... ha in the plane of the truss only. /- 0 1 ,n o o f I1k1 1W M-1.5x3 I■1 0 1** ME,3x4 0 M-3x10 M-3x5 1 .1, 1 1-10-04 3-08-04 1 1 1 1 2-00 3-06-08 1 , ,'0 PROrs 5-06-08 eco GINE$6, /1'9 (PROVIDE FULL BEARING;Jts:1,4,7 I ,„.a,,. 9 �4. 89200PE r om►, .�,,,,.,.,,...., .__"_...• JOB NAME: POLYGON 60-D - CJ2 ,_m...a� Scale: 0.5402 p' OREGON � , irt WARNINGS: GENERAL NOTES, urlass otherwise noted OREGON I"1N°1 Truss: C J2 1.Builder and erection contractor should be advised of all General Notes t.Pile design Is based only upon the parameters shown and Is for en Individual ry O � • and Warnings before constmctbn commences. building componentApplicability of design parameters and proper f+ 2 204 compression web bredng mud be installed where shown+. incorporation of component la the reaponeibelfy of the building designer. /j,� 3.Additional temporary bracing to Insure stability dieing construction 2.Design assumes the top end bottom chords to be laterally braced et 111 7:�R t t is the respondbilty of the erector.Additional permanent bracing of T c.c.and al ee o.c.respectively unless braced throughout their length by f'[ 1 L.• DATE: 2/10/2017 the overall structure la the responsibility of the building continuous rdg bridging or such lateral bracing plyg requiredd shee where s armor nrywap(BC). designer.cin 3.In Impactctftruss or thonaiblof where shown contractor. S EQ. K2839073 4. applled artoono component lintageralleowinhand 5.DiMntasumestrIaee are to ueoftheonpedosieenvironment, niron defastenersnto are complete and at noctimempo ant. any loads greater than 5.Design hr"dry trusses are be used Ina non-corrosive envlronmantEXPIRES: r•a C{+.. 12/31/2017 sed loads baapplied to an M. and aro for dry coMlden"Ouse. EX RES TRANS ID: LINK 5.ca Surat uaMrolave component. 6.Designeeaum.Mtlearingatalsupportsshown.Shimorwedgeit February 10,2017 fabrication,handling,shipment and Inst7.Design Installation of components, necessary. s 9a assumes drainageb provided. S.This design Is furnished subject to the limitations set forth by B.Plates shall A bebe located on both facet of Ouse,and placed ao their center TPI1WTCA In SCSI,copies or which will be furnished upon request. tins coincide with Joint center lines. MiTek USA Inc./Com OTNS Software 1 L 7.6.8 Z B.Digits indicate doe of plate in inches. P ( )• 10.For basic connector plate design values see ENR-1311,EBB-ISBN(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 6.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( -21) 51 1-6=(-174) 174 1-2=(-255) 58 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-180) 31 5-7=(-235) 234 6-5=( 0) 13 WEBS: 2x6 KDDF STAND; 3-4=(-111) 84 5-3=( 0) 47 2x6 KDDF #2 A LOADING 3-7=(-267) 268 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT 0= 12"OC. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -31/ 244V -78/ 168H 5.50" 0.39 KDDF ( 625) LETINS: 1-09-00 0-00-00 LL = 25 PSF Ground Snow (Pg) 5'- 2.5" -59/ 1365 0/ OH 5.50" 0.22 KDDF ( 625) 5'- 6.2" -81/ 119V 0/ OH 1.50" 0.19 KDDF ( 625) * For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. yI� OND. 2: Design checked for net(-5 oaf) uplift at 24 "or snaring. 1 5-06-03 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 f AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.010" @ 1'- 10.3" Allowed = 0.231" 1-03-11 4-02-08 MAX TL DEFL = -0.010" @ 1'- 10.3" Allowed = 0.308" 1 SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.020" @ 5'- 2.5" MAX HORIZ. TL DEFL = -0.018" @ 5'- 2.5" 12 °12.00 sesign ystem conformsanto nentsrandreladding cristing scriteria. Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. l0 0 I M-4x6 I al M-5x6 �� iiiiiiii.... le A. a 111111111.1111. - I;-al N r M -1.5x3 o I.. 6 I M-3x10 M-3x4 0 M-3x5 l ) ) 1-10-04 3-08-04 l 1 l ( 0PROFr 2-00 3-06-08 Ls ` ) y ��N 5-06-08 LS.? ' ` C.0* [PROVIDE FULL BEARING:Jts:1.7.4 I - :9200P ` JOB NAME . POLYGON 60-D CJ3110 1:t Sale: 0.3942 -pt OREGON�� ,�tv WARNINGS: GENERAL NOTES, unless otherwise noted: I.Budder and erection contractor Would be advised of all General Notes 1.This design is based only upon the parameters shown end is for an Individual r/, 9 Y 14 2-° -k- Truss: CJ3 and Warnings before construction commences. building component.Applicability of design paremet a and proper C/ 2.2x4 compression web bracing mug be Inatalbtl when shown+. Incorporation of component la the responsibNay of the building designer. /�(a,�_ 3.Additional temporary breckp b Insure stability during conahudbn 2.Design assumes the top and bottom chorda 1a be laterally braced at "':/, Ft A 1\ ‘e..> Is the reeponalbiply of the erector.AtltlSlonal permanent bracing of 2'o.c.end at 10'o.c.respectively unless braced throughout their length by 1�1 L+ continuous sheathing such es plywood ng(TC) ror drywall(BC). DATE: 2/10/2017 the overall structure is the responsibility of the building designer. 3.2e Impact bridging or lateral bradng requiredmeed where shown++ S E K2 8 3 9 0 7 4 4.Na bany ad should be applied to acomponent until alter all bradng and 4.Installation of truss Is the responsibility of the respective contractor. 4'' fasteners are compete and at no time Should any loads greeter than 5.Design names tresses are to be used in a non.eerrosi.e environment. EXPIRES: 12/31/2017 TRANS I D: LINK design beds be applied to any component. and are for"dry condition.of use. 5.CompuTrw her no control over end assumes no responsibility for the 8.Design ancones MI bearing at all supportshown,Shim or wedge if February 10,2017 shipment necegsary fabrication,handling, pment entl kigallatlon of components. 7.Design assumes adequate drainage Is provided. 6.This design Is famished subject to the limitations set forth by 8.Plates shall be located on both faces of hues,and placed as their center TPWOICA in BCS[,copies of 044th will be&wished upon request lines coincide with joint center lines. B.Digits indicate sire of plate in inches. MITek USA,Inc./CompuTrus Software 7.6.8(1L)-Z II.For basic connector plate design values see EBR-1371,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 6.2" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x9 KDDF #1&BTR LOAD DURATION INCREASE= 1.15 1-2=( -20) 47 1-7=(-176) 181 1-2=(-302) 199 BC: 2x4 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-299) 125 6-8=(-238) 299 7-6=( 0) 13 WEBS: 204 RIDE STAND) 3-4=(-253) 201 6-3=( 0) 97 2x6 KDDF #2 A LOADING 9-5=( -70) 31 3-8=(-278) 271 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"00. VON. TOTAL LOAD= 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LETINS: 1-09-00 0-00-00 LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -26/ 231V -108/ 235H 5.50" 0.37 KDDF ( 625) ** For henapproved plans 5'- 2.5" -69/ 130V 0/ OH 5.50" 0.21 KDDF ( 625) ger specs. - See LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 5.8" -176/ 255V 0/ OH 1.50" 0.33 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 7'- 6.2" -30/ 36V 0/ OH 1.50" 0.06 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP II__ AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LON0. 2: Design rhecked for net(-5 paf) uplift at 24 "00 spacing �1-03-11 6-02-08 VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 -i MAX LL DEFL = 0.007" @ 1'- 10.3" Allowed = 0.231" MAX TL DEFL= -0.008" @ 1'- 10.3" Allowed= 0.308" i� SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL= -0.021" @ 5'- 2.5" MAX HORIZ. TL DEFL = 0.019" @ 5'- 2.5" 12 12.00 Design conforms to main windforce-resisting system and components and cladding criteria. Ir) Wind: 140 mph, h=23.2ft, TCOL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), load duration factor=1.6, (oTruss designed for wind loads o in the plane of the truss only. of 0 I r--- M-4x6 M-5x6 # .1 O�. illill .. o II. o '-t liFI r M-1.5x3 1 0 1** 7 I o M-3x10 M-3x4 M-3x5 y y l 1-10-04 y 3-08-04 y �r \No) P Rope J. 2-00 5-06-03 y )' ��5 `'��4N �R /� 5-06-08 1-11-11 +f,� Q /'�f��'}E „ PROVIDE Fr B AKIN •1 8 ^ �/ .(„1,92\f\j, (- JOB NAME : POLYGON 60-D - CJ4 .Meto /� Scale: 0.3288 ,/ fl G�A"" WARNINGS: GENERAL NOTES, unless otherwlae noted: EGO V w SA. 1 Y Truss: C J9 1.Builder and erection conbador Would be advised of all General Notes t.This design Is based only upon the parameters shown and is for an individual /� "1/' 1 a 2�� Q�- and Warnings before construction commences. building component.Applicability of design parameters and proper 2 2s4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. /�a��/ 3.Additional temporary bracing to Insure stability during construction 2.Design sesames the lop and bottom chorda to be latently braced et 'e'l�w.`)_"a A10- 2. Ie o,.responsibility of the erodo,.Additional permanent bracing of 2'o.c.end et 10'ea sc.respectively unless braced throughout their length by Y""(� DATE: 2/10/2017 the overall structure Is the recontinuous sheathing such as plywood sheathing(TG)and/or drywd(8G). responsibility y of the building site designer. 3.2s lisped bridging or lateral bracing required wftere shown•f+ SEQ. : K2 8 3 9 0 7 5 4.No bad should be applied to any component and alter all bracing and 4.Installation of truss b the responsibility cadre respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, EXPIRES:,. 12/31/201 TRANS I D: LINK design loads be applied to any component. and are for"dry condition”of use. 5.GompuTrushas no control over and assumes noresponsibility for the e.Design eeeumaehill bearing etall supports ahavn.Shlmorwedge if February 10,2017 fabrication,handling,shipment and installation of components, necessary. e.This design Is furnished subject to the limitations set forth by 7.Design assumes adequate drainage Is provided. 8.Plates shell be located on both faces of truss,and placed so their center TPINyrGA In BEM,copies of which 011 be furnished upon request. Anes coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L}Z S.Digits indicate size of plate In Inches. 10.For basic connector plate design veiues see ESR-7311,ESR-1B138(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 6.2" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( -29) 45 1-7=(-191) 192 1-2=(-446) 273 BC: 2x9 KDDF #16RTR SPACED 29.0" O.C. 2-3=(-368) 239 6-8=(-258) 258 7-6=( 0) 13 WEBS: 2x9 KDDF STAND; 3-9=(-373) 312 6-3=( 0) 47 2x6 RODE' #2 A LOADING 4-5=(-123) 87 3-8=(-294) 294 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. NON. TOTAL LOAD = 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LETINS: 1-09-00 0-00-00 LL = 25 POE Ground Snow (Pg) 0'- 0.0" -22/ 256V -139/ 306H 5.50" 0.41 KDDF ( 625) 5'- 2.5" -81/ 128V 0/ OH 5.50" 0.20 KDDF ( 625) ii. For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 5.8" -245/ 337V 0/ OH 1.50" 0.93 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 9'- 6.2" -91/ 118V 0/ OH 1.50" 0.19 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD, TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. `^ONO. 2• Design rheeked for net(-5 psfl tall ft- of 79 "oc nnacinp 1-03-11 8-02-08 f f f VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.009" @ 1'- 0.5" Allowed = 0.231" MAX TL DEFL = 0.008" @ 1'- 0.5" Allowed = 0.308" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.023" @ 5'- 2.5" MAX HORIZ. TL DEFL - -0.022" @ 9'- 5.4" Design conforms to main windforce-resisting 12 system and components and cladding criteria. 12.00 Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads so in the plane of the truss only. 0 I oO., M-4x6 M-5x6 ii , [I lid* it, 7 ,I II'i". o M-1.5x3 1** 7 l M-3x10 0 M-3x4 M-3x5 J, y 3-08-04 y ,� 0 GIN . °O/c, + f• 2-00 7-96-03 y p\Xg•� �y C.�f�' -b� 5-06-08 3-11-11 'c' ©9200 E... IPROVTDF FUI.I. RFARTNG•.Tte•1 B 4 9 1 JOB NAME : POLYGON 60-D - CJ5 4:11.411r' '41°1111r- s t - Scale: 0.2772 7 OREGON4. �� /.... WARNINGS: GENERAL NOTES, unless otherwise noted ���..+}}X f� ", 1.Builder and erection contractor should be advised of ail General Notes 1.This design h based only upon the parameters Moven and Is for an individual /*0 3. {/I 2-V `� Truss: CJ5 and Warnings before construction commences. building oomponen Applicability of daaign parameters and proper 1"? 2.284 compression web bracing must be Installed where shown+. Incorporation of component Is the taywna@Xfty of the building tleslgner. 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the lop and bottom chords to be laterally braced et 1`T911-s,,, Is the responsibility of the erector.Additional nam bracing f 2'o.c.and stiff o.c.respecuvely unless braced throughout their length by ``�l 1 spore Xty perms g o continuous sheathing etch ea plywood sheathing(TC)and/or drywall(BC). DATE: 2/10/2017 Me overall structure is the responsibility of the building designer. 3.28 Impact bridging or lateral bracing required where shown++ SEQ.: K2 8 3 9 0 7 6 4.No load should be applied to any component until after all bracing and 4.Installation of trues lathe responsibility of the respective contractor. �! fasteners are compete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc nonconodve environment, EXPIRES: . *12/31/2017 TRANS ID• LINK design loads be applied to anyoomponem. and are ror"dry condition"or use. 5.CompuTms Ms no control over and assumes no responsibility for the 8.Dee ell assumes NII bearing et all supports shoe,Shim or wedge 0 February 10,2017 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be boated on both faces of truss,and placed so their center TPUWfCA In BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate in Inches. MITek USE,Inc./CompuTruS Software 7.6.8(1L)-Z to.For basic connector plate design values see ESR-1311,E512-1088(MITek) a This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" 'COND. 2: Design checked for net(-5 pef) uplift at 24 "oc spacing. TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind; 140 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, Truss designed for wind loads LL = 25 POP Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. M-1x2 or equal typical at stud verticals. 12 Refer to CompuTrus gable end detail for 4.00 17 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 3 - N , r 0 N f M-3x9 9 1-00 4-00 '� ... 0 P R Opk-, �c`N tNGtNE •9 /� 17 89200PE < JOB NAME : POLYGON 60-D - D1 / .a�+. Scale: 0.8842 � �4111P atomeste 40 4Z- WARNINGS: GENERAL NOTES, unties otherwise noted: 7 OREGON 44 1.Balder and erection contredor should be advised of a1 General Notes 1.This design h based only upon the parameters shown and Is for an individual 1.Jf7G l,�V I V 1w,� ,.. Truss: D1 and Warnings before construction commences. building component.Applicability of design parameters and proper Ve- 2.204 compression web bredng must be installed where shown+. Incorporolbn of component le the responsiblly of the building designer. " ) Al 3". 1 A 2-O 4 3.Addldonal temporary bracing tel Insure debility during construction2.Design assumes the top and bottom chords to be laterally braced at �./ 't Is the responsibility of the°redOt.AddMonal permanent bracing of T ex.continuous and at 10'o c respectivelypunless based throughout their length byts `R I t� DATE: 2/9/2017 the overall structure is the responsibility of the builds designer. continuous shgingior stehlplywood aired here s own drywall(BC). •/Ji apon Y ng 3.20 impact bridging or lateral bracing required where shown+. SEQ.: K2 8 3 9 0 7 7 4.No road aroald be applied to any component until after all bracing and 4.Installation of Inns is the responsibility of the respective contractor. (edema ere complete and at no time should any loads greater then 5.Design assumes trusses are to be usad in a noncorrosive environment, design loeds be applied to an M. and are for"dry condition"of use. TRANS ID: LINKoany 6.Design assumes full bearing at a1 supports Mown.Shim or wedge If EXPIRES: 5.CompaThn hes no control over and assumes no responsibility for the necessary. 12/31/2017 fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage is provided. February 10,2017 6.This design Is(=idled Cabled to the limitations set forth by e.Plates shall be located on both faces of tru°°,and placed so their center TPUWTCA In SCSI,copies of which will be furnished upon request lines coincide with joint center lines. MiTek USA,Inc./Com uTrus Software 7.6.8(114-E 5I Fplta Isis on sin of plats mien vol P1.For beat connector size pleat design values see ESR-1317.E812-7 g88(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-4=(0) 0 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-99) 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/ 97H 5.50" 0.53 KDDF ( 625) 3'- 9.2" 0/ 97V 0/ OH 5.50" 0.07 KDDF ( 625) ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 9'- 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 IRC 2015 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I 4.00 BOTTOM CHORD CHECKED FOR 10 PSF 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, Truss designed for wind loads N in the plane of the truss only. ' r 0 N f /1:1 - - ,i M 1 - - M-3x4 l ), 1-00 (PROVIDE FULL BEARING;Jts:2,4,314-00 \ .c),, ,O PROfer, 44 17 4' 89200PE r JOB NAME : POLYGON 60-D - D2 - .��'i ,,,,,----- Scale: 0.8845 'MO iro CC' WARNINGS: GENERAL NOTES, unless dherwisenoted OREGON w 1.Gunder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual J L Truss: D2 and Warnings before enatrudbn commences building componentApplicability of design parameters and proper R j O�, `" 2 2a4 compresston Web bracing must be l St lied where shown+. Incorporation of component is me responsibility of the building designer i0 y 14 3.Addabnal temporary bracing to Insure stability during construction 2.Destgn assume the tap and bottom chords to be laterally braced at Is the reaponalbitlty of the erector.Additional permanent bracing of 2'o.c.and at 70 c.c.respectively unless braced throughout malt length by Z"w�R .� DATE: 2/9/2017 the overall structure is mere responsibility r the buildingdesigner continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,(� Won sty c 8 3.2a Impact bridging or lateral bracing required where Mown++ SEQ. : K2 8 3 9 0 7 8 4.Ne load should be applied to any component until alter an bracing and 4.Installation of buss Is the responsibility of the respective contractor. fasteners are complete and at no time should any leads greater than 5.Design assumes trusses are to be used Ina nen.ormelve environment, TRANS I D: LINK design bads be applied to any component. end are far"dry condition"of use. 5.CompuTrua Me no control over and assumes no responsibility for the 8 Dear assumes Mn bearing at al supports shown.Shim or wedge if I� EXPIRES: n/3 JAo 1 7 fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. February�Or Zo�� r f( 1! 6.ThIs design is furnished subject to the limitations set forth by 8.Plates shal be located on both feces of hues,and placed so their center TPWITCA In SCSI,copies of which MN be famished upon request. linea coincide with joint center lines. N.MiTek USA,Inc.(CompuTrus Software 7.6.8(1LF0 E .For lbasits c connectomte ales r f a dlate esign es. Sinn values see ESR-1311,ESR-1888(MITek) . This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2= BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-60) 67 2-9-(0) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 1 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 PIP 0'- 0.0" -43/ 296V -32/ 99H 5.50" 0.47 KDDF ( 625) 1'- 10.9" -128/ 116V 0/ OH 1.50" 0.19 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 49V 0/ OH 5.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1-11-11 MAX TC PANEL LL DEFL = 0.004" @ 1'- 0.0" Allowed= 0.147" f 'l' MAX TC PANEL TL DEFL = -0.005" @ 1'- 1.5" Allowed = 0.220" MAX BC PANEL LL DEFL = 0.008" @ 2'- 8.6" Allowed = 0.254" 12 MAX BC PANEL TL DEFL = -0.015" @ 3'- 3.8" Allowed = 0.339" 12.00 SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX BORIZ. TL DEFL = 0.000" @ 1'- 10.9" 0' Design conforms to main windforce-resisting system and components and cladding criteria. I Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), . Fr load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 N m f 0 /-- -'1 MO' M-3x4 1 y y 1-00 (PROVIDE FULL BEARING;Jts:2,3,4 I 6-00 \ �cO PR©FFsd' 89200PE r JOB NAME : POLYGON 60-D - J1 Scale: 0.6783 _ i"afir ee WARNINGS: GENERALNOTES, unleseoaenoted 110V.. Truss: J I 1.Builder and erection contractor should be advised of ail General Notes 1.This design is baud only uponn the the parameters shown and la for an Individual ^� OREGON t w � buil and Warnings before construction commences. Mcorpp component.pseent is the of design parameters and proper ! Y. A4 2.2a4 compression web bracing must be Installed where shown+. scorporelsn of component la Ina roaponslbHMy of the building designer. f� { S.Additional temporary bracing to Insure stablley during construction 2.Design assumes the top end bottom chorda to be throughout bread et '�,( 1 4. Ia the responsibility of me erector.gtltlHlonel permanent bracing of 7 o.e.and al 1 O o.c.reepectNely unless braced throughout their length by • (�y�..., t DATE: 2/9/2017 the overall structure is the responsibility continuous sheathing such as ptyweud sheatMng(TC)and/or drywall(BC). `R R 4��' eponeeep of the 60g all bracing designer. 3.2a impact bridging attrus or lateral bracing requlrhe where shown t SEQ.: K2 8 3 9 0 7 9 4.No bad should be applied to any component until alter all bracing entl 4.Installation of truss is the responsibility of the respectNe contractor. fasteners are complete and et is 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 In any saepueent and are for"dry cundison'true.. 5.CompuTrua has no control over and assumes no responsibility/or the 6.Design assumes NH bearing at all suppoda shown.Shim or wedge if EXPIRES: 12/31/2017 fabrication.handling,shipment and instaletlen of components. mcem.ry' 7.Plates sassumes adequate ne drainagereedis provided. February 1 0,201 7 6.This design la furnished subject b the limitations set forth by 6.plates shell be scaled at both face of iruu,and placed so their center TPIiVICA In BCSt.copies of which MAH be fumished upon request. Inca coincide with Iona center lines. MiTek US . uTrus Software 1 L 7.6.8 9.Digits indicate Nee of plate in Inches. A'Inc/Com p ( )'E to.For baste connector plate design values see ESR-1371,ESR-1968(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KOOF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-9=(0) 0 BC: 2x4 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-103) 105 TC LATERAL SUPPORT G= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BEG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -11/ 397V -61/ 161H 5.50" 0.55 KDDF ( 625) 3'- 10.9" -193/ 196V 0/ OH 1.50" 0.23 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 59V 0/ OH 5.50" 0.09 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. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 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" 3-11-11 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" f f MAX TL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" MAX TC PANEL LL DEFL = 0.037" @ 2'- 2.2" Allowed = 0.336" 3 -/ MAX BC PANEL TL DEFL = -0.028" @ 3'- 1.4" Allowed - 0.339" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 l MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" 12.00 7 tie MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads ' I in the plane of the truss only. 0 m o1 o i- ►' 111.7.=1.1119 -! 0 M-3x4 y y y T^� �y pp�/�y 1-00 6-00 - E1t,L PRt„/PCn. (PROVIDE FULL BEARING;Jts:2,3,4 I G CSU r��� -NGS N E$9 S/0, 89200PE• c' JOB NAME : POLYGON 60-D - J2 Scale: 0.5696 allr _ e WARNINGS: GENERAL NOTES, unless otherwise noted. .r) 0- N 1.Builder end erection contractor should be advised o/all General Nates 1.This design B bawd only upon the parameters shown and b for an Individual 44 al A�yl. 10 Truss: J2 end Warnings before const Son commences. building component.Applicability of design parameters and proper } (�\ 2.2x4 ampreesion web bredng must be Installed where shown+, Incorporation of component Is the roaponsihNity of the building designer. �,Ir:). 1- 14 v sem_ 3.AdOlonal temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chortle to be laterally braced et a r Is me responsibility f me erecter.Additional t bracing f 7 o c,and at 10 o.c.reapectNely unless braced throughout their length by �'"� .II apo ty o permanen ng o continuous sheathing such as plywood sheathing(TC)and/or tlrywati(BC). •(•'. V. DATE: 2/9/2017 the overall structure Is the responslaty of the building designer. 3.2s Impact bridging or lateral bredng required where shown++ 4.No load should be applied to any component until after all bracing end 4.Installation of truss Is the responsibility of the respective contractor. SEQ. : K2 8 3 9 0 8 0 fasteners are amplete end at no time should any loads greater than 5.Design assumes tuteses are to be used m a non-corraerve envhonmem, TRANS I D: LINK design loads be applied to any component, and tin assumare for"dry es g use. support. tie 12/31/2017!]/' / (1 5.Carepu101 has no control over and assumes no responsibility for the 6.Daae NA bearing t all w ne shown.Shim or wed II EXPIRES: {2/)1 f 2O1 7 Geary. fabrication,handling,shipment and lnsialletion of components. 7.Design assumes adequate drainage Is prodded. February 10,20q17 S.This design is furnished subject to the limitations set forth by 8.Plates shall be baled on both faces of fuss,and pieced no their center TPIIWICA in BCNI,spies of which*II be furnished upon request. line coincide with joint center lines. 9.Digits Indicate size o/plate In Inches. MiTek USA lnc./CompuTrus Software 7.6.8(1L).E to.Far basic connector plate design values see ENR-1311,ESR-Igee(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-176) 147 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LI( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA IL 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" -34/ 402V -90/ 224H 5.50" 0.69 KDDF ( 625) 5'- 9.2" 0/ 133V 0/ OH 5.50" 0.21 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -133/ 1B3V 0/ OH 1.50" 0.29 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 POE' LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 5-11-11 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 f f MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 3 '-I MAX TC PANEL LL DEFL = 0.233" @ 3'- 7.2" Allowed = 0.529" MAX TC PANEL TL DEFL = 0.207" @ 3'- 7.2" Allowed = 0.786" SEASONED LUMBER IN DRY SERVICE CONDITIONS °"111 ' MAX HORIZ. LL DEFL = -0.003" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.003" @ 5'- 10.9" 12 Design conforms to main windforce-resisting 12.00 7 system and components and cladding criteria. Wind: 190 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(bir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 vi o /- I Ln o �� 4�� -s 0 M-3x4 1-00 6-00 y ( % O tP►�R OFt6,s (PROVIDE FULL BEARING:Jts:2,4,3 I Co GtNE / 414 17 `t' r.. 89200PE r JOB NAME : POLYGON 60-D - J3411 '/--'' • Scale: 0.4718 410. WARNINGS: GENERAL NOTES, aniseson se noted ,�©REGON �4 1.Balder end erection contractor should be advised oral General Notes I.This design Is based only upon the parameters shown and Is for an Individual OREGON V �``V Truss: J3 end Warnings before construction commences. building component.Applicability of design parameters end proper �4 #' 2.2n4 compr°won web bracing must be Installed where shown+. Incorporation of component is the responsibility of me building cosigner. �/+, '7 1" 9,n. - S.Additions temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chards to a laterally braved a1 V 14 Is the responsibility of the erector.Additional permanent bracing of T nti and et ee10'o n(such as ply unless bread(TC)and/or their dry length by , R 11 k- conmpact sheathing such as ening re uir et where s snot drywall(BC). DATE: 2/9/2017 the overall structure lathe reapandbley of the building designer. 3.2a Impact bridging or Iteral bracing required where mown.. SEQ.: K2 8 3 9 0 81 4,No load should be applied to any component until alter all bracing and 4.Installation of truss is the respons@Ilty of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ere to be used In a non-corrosive environment, designloads beapplied to an nt. and are for"dry condition-Muse. �s n �j.l/ /7 7 TRANS ID: LINKany 6.Design assumes full bearing at ail supports sir an Shim or wedge if EXI'IRE,7: �L/J If�U f 5.Compumus has no control over and assumes no responsibility for the awry Lr1�P f'1.Ct7 l L J J ll 1/ fabrication,handling,aliment end installation of components. 7. necessary. esign assumes adequate drainage is provided. February 10,2017 6.This design Is furnished subject to the limitations set forth by 8.Plates shal be bated on both faces of truss,and plead so their anter TPISMCA in SCSI,copies of which MN be furnished upon request. Onescoincide with OW center line. MiTek USA,Inc./ComuTrus Software 7.6.8 1 L E 9.Digits Inmate ads of plate In inches. P ( )- 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-5=(0) 0 BC: 2x9 KDDF 416BTR SPACED 29.0" O.C. 2-3=(-328) 287 3-4=(-100) 41 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PIP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -29/ 378V -121/ 292H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 127V 0/ OH 5.50" 0.20 KDDF ( 625) 5'- 11.2" -285/ 390V 0/ OH 1.50" 0.50 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 7'- 11.7" -16/ 6V 0/ OH 1.50" 0.01 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PIP. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 4 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 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 = 0.137" @ 2'- 11.7" Allowed = 0.527" MAX TC PANEL Ti DEFL = 0.121" @ 2'- 11.7" Allowed= 0.790" 0,1111 SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.005" @ 5'- 11.2" MAX HORIZ. Ti DEFL = -0.005" @ 7'- 10.9" 3 12 Design conforms to mainwindforce-resisting 4 system and componentsandcladding criteria. 12.00 7 �( Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads cr in the plane of the truss only. I oro rn O /- I �� N O f �� 5►S� I M-3x4 E) PROS , b y y yIN 1.$' 1-00 6-00 1-11-11 ��C �4° /qt. 'PROVIDE FULL BEARING;Jts:2,5,3,9 �G' :9200P i,- T JOB NAME : POLYGON 60-D - �.1`t Scale: 0.3936 _ WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON /i 1.Builder and erection contractor should be advised of al General Nolo I.This design Is based only upon the parameters shown and h for an Individual lJfl C.a.w V I�A "V Truss: J4 and Warnings before construction commences. building component.Applicability of design parameters end proper �L�� '9�'" 2©A ` '}�' 2.204 compression web bracing must ba Installed where shown*, Incorporotbn of component is the responsibility of the building tlesigner. '7 V 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced el Is the responsibility f Me erecter.Addmonel rd bracing of 2 o.c and et 10 o c.reapeclNely unless braced throughout their length by 4[^v a.,� I�� a permane Zn Inrp oue sheathing such as ptymnod sheathing(TC)and/or drywel(BC). l'•�K DATE: 2/9/2017 the overall structure Is the responsibility of the building designer. 3.2a Impact badging of lateral bracing requked where shown as SEQ.: K2839082 4.Na load should be applied to any component until after all bracing and 4.Inetalationofuu :5the aspsbebullty seditrtthe ren-cmroeconnvicenrment, fasteners are compete and al no time should any Toads greater than and e e assumes"dry trussesussere use TRANS I D: LINK design bade be applied to any component. 8.Desitin assumes lel bearing at a0 suppose shown.Shim or wedge If 5.CompuTrus has no control over and assumes no responsibility for the necessary. EXPIRES:'. 12/31/9017 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. C 9.. ry 10,2 .1 1 7 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of Muss,and placed so their center TPIWICA in SCSI,copies of which nil be furnished upon request. lines coincide wish joint center lines. 9.Digits Indicate size of plate In Inches. Mack USA,Inn./COmpuTrus Software 7.6.8(1L)-E 10.For bale connector plate design values see ESR-1311.EBR-I988(Mack) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 204 KDDF #1813TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-9=(0) 0 BC: 2x9 ROOF #16.BTR SPACED 24.0" O.C. 2-3=(-68) 51 TC LATERAL SUPPORT <= 12"OC. U011. 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 = 92.0 PSF 0'- 0.0" -62/ 302V -32/ 99H 5.50" 0.48 KDDF ( 625) 1'- 9.2" -34/ 29V 0/ OH 5.50" 0.05 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) L'- 11.7" -34/ 46V 0/ OH 1.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.003^ @ -1'- 0.0" Allowed = 0.100" 1-11-11 MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" fMAX TC PANEL LL DEFL = -0.002" @ 1'- 2.9" Allowed = 0.147" MAX TC PANEL TL DEFL = -0.002" @ 1'- 2.9" Allowed = 0.220" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX OI ZZ. LTL DEFL = -00.000000" @@ 11'- 100.9"12.00 7 Design conforms to main windfozce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), /1110." load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. tics(V nl fO I glIAMAIIMINIMIO O 1 ), y 1-00 2-00 'PROVIDE FULL BEARING;Jts:2,4,3 I �t,0 PR OFF�,s $' ‘,40,1 N '. /o '' ` 89200PE fir" JOB NAME : POLYGON 60-D - SJ1 ,/' � Scale: 0.6827 ,-10110 ,. WARNINGS: GENERAL NOTES, unless otherwise rested. OREGON C 1.Builder and eredlnncontractor should beadvised old!General Notes 1.This design isbased onyopupontheparametersshownandlaroranIndividual 47flzi and Warnings before construction commences building component Applicability o/design parameters and proper 4t,Truss SJ1 2.2x4 compression Web bracing must be installed where shown.. Incorporation of component Is the responsibility of the building designer. 14 n4O 1N 3.Addebnal temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chorda to be lalerelty braved at Is the responsible)/of the erector.AddObnal permanent bracing of 2'o.c.end at 10 o c respectively unless braced throughout their length by DATE: 2/9/2017 the overall siructure is the re continuous sheathing such as ptywaad sheathing(TC)and/or drywall(BC). F!E'C y'IV ,- sponsibfltty of the bulWing designer. 3.2s Impact badging or lateral bredng required where shown.. (l SEQ. : K2 8 3 9 0 8 3 4.Na load should be applied to any component until alter all bredng and 4.Installation of truss N the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina nonoonoeNe environment, TRANS I D: LINK design bads be applied to any component. and are for"dry condition"of use. 5.CampuTrus has no control over and assumes no responsibllay for the 8.D Lepnssaaawmes NII bearing at all supportsMown.Shim or wedge If EXPIRES: 12/31/9017 P) ^4`+J. . fabrication,handling,shipment and installation al components. 7.Design assumes adequate drainage Is provided. 6.This design la furnished subject to the limitations set forth by S.Plates shall be located an both faces of truss,and placed so their center February 10,2017 TPIUNTCA ht SCSI,copies of which will be Nmished upon request. Ones coincide with Joint center lines. MiTek USA,Inc./CampUTNs Software 7.6.8(1 L)-E 9.Digits Indicate size of plate In Inches. 10.For bask connector plate design values see E5R-t311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 RODE #14BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-109) 94 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" -31/ 322V -61/ 161H 5.50" 0.52 KDDF ( 625) 1'- 9.2" -17/ 64V 0/ OH 5.50" 0.10 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -85/ 108V 0/ OH 1.50" 0.17 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. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" -I MAX BC PANEL LL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.072" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" 12.00 V 0MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. I oI o PlIoI OEM-01 4ME=B00 M-3x4 y y y 1-00 2-00 1-11-11 P�� C3�'y�r (PROVIDE FULL BEARING;Jts:2,4 3 I V (7 V C �4C (C'N' AZA;° ° 4z" :9200P r JOB NAME : POLYGON 60-D - SJ2 '/ ,/, Scale: 0.5931 li Cr WARNINGS: GENERAL NOTES, unless otherwise noted. �['f OREGON sw�,-. C . 1.Builder and erection contractor should be advised of ati General Notes 1.building WaIgn Is based onh upon they parameters rralm parameters shown d Is for a Individual L ri' Truss: S J2 and Wernl qe before construction commences. incorporation f component Ia the respansibXoy of the building designer. !( .2 y 1 q 2o� ,`. 2.2x4 compression web bracing must be Installed where Wow T. 2 Designthe top and bottom chords to be laterally braced at //����,, 3.Addglonel temporary bracing to Insure Nobility Acing construction T cc.and at 10 o.c.respectively unless braced throughout theft length by �K/." j -10- DATE: 1 Is the responsibility of the erector.McGlone!permanent bracing of continuous sheathing such as plywood eheathing(TC)and/or drywall(BC). l.+v DATE: 2/9/2017 the overall structure Is the responsibility of the building designer. 3.2c Impact bridging or lateral bracing required where shown T. 4.No bad should be applied to any component until ager an bracing end 4.Installation of mise la the responsibility of the respective contractor. SEQ.: K2 8 3 9 0 8 4 fasteners are complete end at no time should any roads greater than 5.Design assumes trusses are to be used In.non-corrosive environment, design hada be applied to any component. end ere for'dry condition'.of use. desi TRANS ID: LINK p responsibility 6.Design ssumesfull bearing atatsupponsshown.Shim orwedge if EXPIRES: 12/31/2017 5.Com uTrus has no control over and assumes no re ibil for necessa fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. February 10,2017 s.this design is furnished eu9.d to the(imitations set forth by B.Plates shall be located on both faces of cess,and placed so their center TPI/SVIDA in BCS(.copies of which will be furnished upon request. lineB.Digits coincide incidt sizeijoint center ocIn inches. ne MiTek USA,Ino./CompuTrus Software 7.6.8(1L)E in.For basic connector plots design value,see ESR-1311,ESR-1988(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 I Dimensions are in ft-in-sixteenths. U Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. 0-/16" 2. Truss bracing must be designed by an engineer.For limmEmmlimmilmEmimmiTirk14 wide truss spacing,individual lateral braces themselves may require bracing,or altemative Tor I bracing should be considered. 1-� U 3. Never exceed the design loading shown and never OU stack materials on inadequately braced trusses. a C7-6 C6 p 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate designer,erection supervisor,property owner and plates 0- ''id 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 Plate location details available in MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment In accord with ANSI/TPI 1. *software or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,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,sizeorientation and location dimensions LATERAL BRACING LOCATION indicated are minimum plating requirements. Southern Pine lumber designations are as follows: 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that Indicated by symbol shown and/or SYP represents values as published specified, by text in the bracing section of the output. Use T or I bracing by AWC in the 2005/2012 NDS SP represents ALSC approved/new values 13.Top chords must be sheathed or puffins provided at with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. Indicates location where bearings (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved 16.Do not cut or alter truss member or plate without prior ilkMN reaction section indicates joint approval of an engineer. - number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only.1.7.=-411... 1 �� d0 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal MI 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, MiTek* 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013