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Plans (63) --I mile ktAcu\A cA.. .,- . --__)ri,t,:_m‘) \-,-.) , MiTek® MiTek USA, Inc, 250 Klug Circle Corona,Ca.92880 Telephone 951/245-9525 Fax 951/273-0040 December 6, 2017 To Whom It May Concern: For those with existing designs, this letter is to inform you that my State of Oregon Civil Engineering License 89200PE has been renewed and extended to December 31, 2019. I hope that this does not cause any inconvenience. Very truly s, 6,0e.. 5 t, ‘:57,0"......e.------% avid Baxter, P.E., S.E. Sr. Structural Engineer _,c�EO PRQFFds MiTek USA . 0401NEF9 io DB 4' :9200PE r as.-41111.....,e AP- "G ,,OREGON,\� tC, /O Vit" 14, 2.°„i 12/06/2017 FR1311.-L EXPIRES: 12-31-2019 lot MiTek® MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-405_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: R46018117 thru R46018145 My license renewal date for the state of Oregon is June 30,2017. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. �� G N Fi4 "O 2 44/ 87022PE 9r y Aj, OREGON (-P 'O AMBER \' �O A. Hers\ E '' ./ I December 1,2015 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. Job Truss Truss Type Qty Ply POLYGON R46018117 PL15-405_UPPER F01 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:21:31 2015 Page 1 ID:L209JJu6omRCBuY0hHV69uyFHbu-bQkBiT?K1 r?11 iWPwbbl OQrxsMNm3exnEbFhRpyDIEY 3x6 h 1-3-4 3xE II 16-0 I3x6 II 1 6 2 7 3 Scale=1:13.1 d N 11 :� .'f •` ♦• Id 5 4 6x6= 6x6= I 3-3-4 I 3-3-4 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.41 Vert(LL) 0.00 5 "*' 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.06 Vert(TL) -0.00 4-5 >999 360 BCLL 0.0 Rep Stress Ina NO WB 0.23 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:31 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-3-4 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) 5=1026/Mechanical,4=1154/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-5=-278/0,3-4=-511/0 BOT CHORD 4-5=0/590 WEBS 2-4=-868/0,2-5=-947/0 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)1007 lb down at 0-11-3,and 1007 lb down at 2-6-6 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 LNe_Matanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:4-5=-5,1-3=50 Concentrated 0071(F)7=-1007(F) ��co<C�NGINEF�`n 2 � 870 2PE 9r ,N N, N Aj, OREG N (l)O<U 'Ao '4/ on \. ps A. HE'.\-\P EXPIRES:06/30/2017 December 1,2015 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/0312015 BEFORE USE. 1111. Design valid for use only with MTek49 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 M iTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Boning Component Safety Intomiallon 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 PL15-405_UPPER F02 FLOOR GIRDER 1 R46018118 Pacific Lumber&Truss Co., Beaverton,Oregon L Job Reference(optional) 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:21:31 2015 Page 1 ID:L209JJu6om RCBuY0hHV69uyFHbu-bQkBiT?K1 r?11 iWPwbbl OQrsLMCr3Z_nEbFhRpyD IEY 1 1-2-0 1 1-9-0 I Scale=1:26.3 2x4 II 5x10= 1.5x4 II 3x4= 1.5x4 II 3x4= 1.5x4 II 5x10 = 3x4 I I 1 2 15 3 16 17 18 4 19 20 5 21 22 6 23 7 24 25 8 26 9 g/ NN., Z \\NN Z .\\NN , \\NNI' a A N d A O d / e I ° I o o 13 12 11 4x8 MT2OHS= 6x10 = 3x8 = 6x10= 4x8 MT2OHS= I 14-10-8 14-10-8 I LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.76 Vert(LL) -0.18 12 >977 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.75 Vert(TL) -0.28 12 >620 360 MT2OHS 165/146 BCLL 0.0 Rep Stress Incr NO WB 0.54 Horz(TL) 0.09 10 n/a n/a BCDL 5.0 Code IBC2012T P12007 (Matrix) Weight:147 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E TOP CHORD Structural wood sheathing directly applied or 3-5-15 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E end verticals. WEBS 2x4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10=6417/0-5-8,14=5901/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 9-10=-1219/0,2-15=-9563/0,3-15=-9563/0,3-16=-9563/0,16-17=-9563/0,17-18=-9563/0,4-18=-9563/0, 4-19=-13782/0,19-20=-13782/0,5-20=-13782/0,5-21=-13782/0,21-22=-13782/0,6-22=13782/0,6-23=-10085/0, 7-23=-10085/0,7-24=-10085/0,24-25=-10085/0,8-25=-10085/0 BOT CHORD 13-14=0/4476,12-13=0/12626,11-12=0/12830,10-11=0/5836 WEBS 8-10=-7656/0,8-11=0/5720,7-11=1402/0,6-11=-3696/0,6-12=0/1281,5-12=-1875/0,4-12=0/1556,4-13=-4123/0, 3-13=-1888/0,2-13=0/6849,2-14=-7081/0 NOTES- 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-2-0 cc. Bottom chords connected as follows:2x4-1 row at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)All plates are MT20 plates unless otherwise indicated. 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. �� �D PROF - 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)114 lb down at 1-3-1,1033 lb down F at 1-7-12,114 lb down at 2-10-4,1033 lb down at 3-2-15,637 lb down at 3-11-4,114 lb down at 4-4-15,1007 lb down at 4-10-2,114 �g �NGINF,9 /p lb down at 5-11-2,1007 lb down at 6-5-5,114 lb down at 7-0-13,637 lb down at 7-6-4,1027 lb down at 8-0-8,114 lb down at 9-1-8, ,? 1027 lb down at 9-7-11,114 lb down at 10-8-11,1027 lb down at 11-2-14,114 lb down at 12-3-14,1027 lb down at 12-10-1,and 114 29 lb down at 13-11-1,and 1027 lb down at 14-8-12 on top chord. The design/selection of such connection device(s)is the responsibility 870 2 P E of others. LOAD CASE(S) Standard (.12 N 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) � 9.5'Oj GREG•N � 1C/~ Vert:10-14=-5,1-9=-50 'Q�O' 4 ER \,� PCO Concentrated Loads(Ib) Vert:9=1027(F)8=1027(F)7=-114(B)6=-114(B)5=-114(B)3=1033(F)2=-1147(F=1033,8=-114)15=-114(B)16=-637(F) S A. HE 011, - 17=-114(B)18=-1007(F)19=-114(B)20=-1007(F)21=-637(F)22=-1027(F)23=-1027(F)24=-1027(F)25=114(B)26=-114(B) EXPIRES:06/30/2017 • December 1,2015 • WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.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 property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSI/Ulf Quality Criteria,DSB-89 and BCS!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 R46018119 PL15-405_UPPER F03 FLOOR GIRDER 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:21:32 2015 Page 1 ID:L209JJu6om RCBuYOhH V69uyFHbu-3cIZwp0yo98tfs5cUJ6Gxe0BvmjlogxTF_F_GyDIEX I 1-6-4 1.5x3 I I 1 3x4= 2 Scale=1:13.2 d d N A 7 4 3 1.5x3 I I 3x4= I 1-9-4 I 1-9-4 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.07 Vert(LL) 0.00 4 **** 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.00 4 >999 360 BCLL0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 3 n/a n/a Weight:13 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TP12007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-9-4 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=45/Mechanical,3=45/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. <ck0 Pfi 6% 74iN <3\ 0 87022 Pi vt' „ i 04 N �' OR GON c 4 441 � t9 CbBER 1\ ,P� A. HERS EXPIRES:06/30/2017 December 1,2015 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ml1.7473 rev.10/03/2015 BEFORE USE. t Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent 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/fPlt Qualify Criteria,DSB-89 and SCSI Building Component Safety Informalon available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 CitrusuiteHeights,CA 95610 Job Truss Truss Type Qty Ply POLYGON PL15-405_UPPER F04 FLOOR GIRDER 2 1 846018120 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:21:32 2015 Page 1 ID:L209JJu6omRCBuYOhHV69uyFHbu3cIZwpoyo98ffs5cUJ6Gxe09_mc?oogxTF_F_GyDIEX I 1-0-8 II 2-0-0 I Scale=1:37.9 3x4= 5x6= 1.5x3 11 4x4 = 1.5x3 11 3x4= 1.5x3 11 3x4= 1.5x3 11 3x6 FP= 1.5x3 11 4x5= 3x4 11 1 2 3 4 5 6 22 7 23 8 9 10 11 12 13 a e m a e 0 d 2 / X— N a a IM 21 20 19 18 17 16 15 14 3x4 II 5x5 = 4x6= 3x6 FP= 3x5= 3x5 = 4x6 = 3x6= 1.5x3 SP= I 22-2-0 22-2-0 1 Plate Offsets(X,Y)- (1:Edge,0-1-81,f21:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.19 Vert(LL) -0.16 16-17 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.50 Vert(TL) -0.26 16-17 >999 360 BCLL 0.0 Rep Stress lncr NO WB 0.57 Horz(TL) 0.06 14 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:120 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 cc bracing. REACTIONS. (lb/size) 21=969/0-5-8,14=969/0-5-8 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-21=-970/0,1-2=-615/0,2-3=-615/0,3-4=-2111/0,4-5=-2111/0,5-6=-2806/0, 6-22=-2806/0,7-22=-2806/0,7-23=-2693/0,8-23=-2693/0,8-9=-2693/0,9-10=-1772/0, 10-11=-1772/0,11-12=1772/0 BOT CHORD 19-20=0/1456,18-19=0/2550,17-18=0/2550,16-17=0/2844,15-16=0/2324,14-15=0/1005 WEBS 12-14=1341/0,12-15=0/1035,9-15=-747/0,9-16=0/498,5-17=0/346,5-19=-593/0, 3-19=0/885,3-20=1137/0,1-20=0/1121 NOTES- 1)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 2)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)5 lb down at 10-6-12,and 5 lb down at 12-11-4 on top chord. The design/selection of such connection device(s)is the responsibility of others. 3)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 ��i_D PR OFFS Uniform Loads(plf) Vert:14-21=-8,1-13=-80 Concentrated Loads(Ib) C\� t�NG NF,q S�o2 Vert:22=-5(B)23=-5(B) ‘C--- 870 2PE /9r yN �cV �"c>, OREGON tis tN 90 'M8ER 1'` �O OS A. HECk EXPIRES:06/30/2017 December 1,2015 /I I IMIN 11 aWARNING-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 MirekrS 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 i1AiTek" 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/IP11 Qualify 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 R46018121 PL15-405 UPPER F06 GABLE 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:21:33 2015 Page 1 ID:L209JJu6omRCBuY0hHV69uyFHbu-Ypsx791aZSGkHOgolOdVirwNzA3_XbS4hvkoWiyDIEW 01.8 Scale=1:38.6 3x6 FP= 1 2 3 4 5 6 7 8 9 10 11 12 13 1415 16 17 18 19 20 0 ❑ ❑ 0 g ❑ C 2 9 ❑ 9 q 0 9 0 9 t = 42 0 a d d A 3 e e e e e „ e = e e e a e e e c ,S ❑ • 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 3x6 FP= I 1-4-0 2-8-0 1 4-0-0 1 5-40 1 6-8-0 1 8-0-0 1 9-4-0 1 10-8.0 1 12-0-0 1 134-0 I 148-0 1 16-0-0 I 17-4-0 1 18-8-0 1 20-0-0 1 21-4-0 1 22-8-0 23-5-121 1-40 1-40 1-4-0 1-40 1-40 1-40 1-40 1-40 1-40 1-40 1-40 1-40 1-40 1-40 1-40 1-40 1-40 0-9-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 21 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:110 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). REACTIONS. All bearings 23-5-12. (Ib)- Max Gray All reactions 250 lb or less at joint(s)40,21,39,38,37,36,34,33,32,31,30,29,28,27,26, 25,24,23,22 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)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. 6)CAUTION,Do not erect truss backwards. <� �OPROp ,.\� �cNGINEER X0* .57 870 2PE (JS N 7"SAT OREGO %y �N O o��MBER \''\\-\\>- A. 1 QCT S A. He?, EXPIRES:06/30/2017 December 1,2015 41 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 1 Design valid for use only with Miler&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 info the overall MiTek" building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery.erection and bracing of trusses and truss systems,see ANSI/TPIt Quality Criteria,DSR-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 PL15-405_UPPER F08 GABLE 846018122 1 1 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional) 7.530 s Jul 11 2014 Mitek Industries,Inc.Tue Dec 01 13:21:34 2015 Page 1 ID:L209JJu6omRCBuY0hHV69uyFHbu-0?QKKV1DKmObuAF_bk8k03TYhaPEG2iDwZTL28yDIEV CO 1 2 3 4 Scale=1:13.0 II ll ii E • U U U ,, 10 d Es II d N ■s ', ■� ■ U 111 9 8 7 6 5 1-4-0 2-8-0 3-8-8 1-4-0 1-4-0 I 1-0-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:21 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-8-8 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. OTHERS 2x4 DF Stud/Std(flat) REACTIONS. All bearings 3-8-8. TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY (Ib)- Max Gray All reactions 250 lb or less at joint(s)8,5,7,6 BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)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. 6)CAUTION,Do not erect truss backwards. c;D ANG I N EP %, 8 • 2PE v1' -y -$, OREGO ti QMH O 4,/SER \\ OS, A. HEY` EXPIRES:06/30/2017 December 1,2015 fedi. r a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/Dill Qualify 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 R46018123 PL15-405_UPPER F09 GABLE 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Instries,Inc.Tue Dec 01 13:21:34 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu-0?QKKV1duDKmObuAF_bk8k03TXtaPAG2hDwZTL28yDIEV Scale=1:39.8 3x6 FP= 1 2 3 4 5 6 7 8 9 10 11 12 131415 16 17 18 19 20 E S c 2 0 5 3 S o e c 2 m 9 2 2 9 o e a 42 0 d a N _ - 11 - _ - _ - - _ - - ;�=.i' 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 3x6 FP= 1-40 1 2-8-0 1 4-0-0 5-4-0 1 6-8-0 1 8-0-0 I 9-4-0 1 10-8-0 I 12-0-0 13-4-0 I 14-8-0 I 16-0-0 17-4-0 18-8-0 20-0-0 21-4-0 122-8-0 I 24-3-0 1 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-7-0 LOADING(pst) SPACING- 2-0.0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.10 Vert(LL) n/a n/a 999 MT20220/195 TCDL . 10 Lumber Increase 1.00 BC 0.01Vert(TL) n/a n/a 999 BCLL0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 21 n/a n/a Weight:112 lb FT=0%F,0%E BCDL 5.0 Code IBC2012TTPI2007 (Matrix) 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. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). REACTIONS. All bearings 24-3-0. (Ib)- Max Gray All reactions 250 lb or less at joint(s)40,21,39,38,37,36,34,33,32,31,30,29,28,27,26, 25,24,23,22 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)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. 6)CAUTION,Do not erect truss backwards. �S<" NO 74GIN4\ 87022P� r y �A), OR GON rte 4 9C'08''1113 �MBER \1 per' S A. HE?`' EXPIRES:06/30/2017 December 1,2015 41 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. lil ^ Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent 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 Quality Criteria,DSB-89 and SCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON PL15-405_UPPER F10 GABLE 1 1 R46018124 Pacific Lumbers Truss Co., Beaverton,Oregon Job Reference(ogfiooall 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:21:35 2015 Page 1 ID:L209JJu6omRCBuY0hFIV69uyFHbu-UB IYr2r54WW SKgB9RfzZGOIPzkT?V N9CDvabyDlEU 0-H8 _ Scale=1:28.3 1 2 3 4 5 6 7 8 9 10 11 12 13 14 O O O O O O O O O O O O O • 30 2, aN N 29 oK xA vSAlCJCxxxxi xX 'xxxxxxxxxx7CVCxX.X.X. CJC a a a o 0 Xvcxxxxx 28 27 26 25 24 23 22 21 20 19 18 17 16 15 1 1-4-0 1 2-8-0 1 4-0-0 1 5-4-0 1 6-8-0 1 8-0-0 1 9-40 1 10-8-0 1 12-0-0 1 13-4-0 1 14-8-0 1 16-0-0 1 17-3-0 1 1-4-0 1-4-0 1-4-0 1-4-0 1-40 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-40 1-4-0 1-3-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Ina' YES WB 0.03 Horz(TL) 0.00 15 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:81 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY REACTIONS. All bearings 17-3-0. BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). (lb)- Max Gray All reactions 250 lb or less at joint(s)28,15,27,26,25,24,23,22,21,20,19,18,17,16 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)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. 6)CAUTION,Do not erect truss backwards. '\��E� P R oFFss �<3 04G1NEFR /0 2 Zci 870 2PE /9r N ytis t 'oj, OREGON H 'A0 'MBER 1\ �O OS A. Hes; EXPIRES:06/30/2017 December 1,2015 __ I AWARNING-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 Milek®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 property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality 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 R46015125 PL15-405 UPPER Fit GABLE 1 1 Jab Reference(ootionall Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:21:35 2015 Page 1 ID:1209JJu6om RCBuY0hHV69uyFHbu-U B_Yr2r54WS WKgB9RfzZG0jUzkU?VzN9CDvabyDlEU Scale=1:18.4 1 2 3 4 5 6 7 8 9 r — 20 d 0 d N Cu 19e a uo o ° 18 17 16 15 14 13 12 11 10 1-4-0 I 2-8-0 I 4-0-o 5-4-0 6-8-0 I 8-0-0 I 9-4-0 I9-9-12 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-00-5-12 LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 10 n/a n/a Weight:49 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TP12007 (Matrix) 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. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). REACTIONS. All bearings 9-9-12. (Ib)- Max Gray All reactions 250 lb or less at joint(s)18,10,17,16,15,14,13,12,11 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)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. 6)CAUTION,Do not erect truss backwards. �g���tJG N NE -/. cS'j0. �� 87022P� 9` ycl`Aj, ORGONti5a� 'A00FtijBER 11 Q� S A. HE0 EXPIRES:06/30/2017 December 1,2015 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.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 MiTek` 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/TPI1 Quality Criteria,055-89 and SCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Jab Truss Truss Type Qty Ply POLYGON PL15-405_UPPER F12 R46018126 Floor 8 1 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(ootionall 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:21:36 2015 Page 1 ID:L209JJu6om RCBuYOhH V69uyFHbu-y0Y41A3TsNeJBUPNj9AC5UYs5N0ykrJ WNsyS71 yDIET 0-1-8 H I 1-6-0 I I 2-6-0 I Scale=1:30.0 454= 1.5x3 = 1.553 = 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.553 II 1° 2 3 4 5 6 7 8 °: j \VN.VNv Niii,... 12 11 10 0 9 1.5x3 II 4x5 = 355= 3x5= 3x4= I 17-3-0 17-3-0 I Plate Offsets(X,Y)— f1:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.19 Vert(LL) -0.07 10-11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.31 Vert(TL) -0.11 10-11 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.47 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:88 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) 13=748/0-5-4,9=748/Mechanical FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 13-14=-749/0,14-15=-749/0,1-15=-749/0,1-2=611/0,2-3=-611/0,3-4=-1651/0,4-5=-1651/0,5-6=1457/0, 6-7=-1457/0 BOT CHORD 11-12=0/1275,10-11=0/1696,9-10=0/887 WEBS 7-9=-1100/0,7-10=0/706,5-10=296/0,3-11=0/466,3-12=822/0,1-12=0/933 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)CAUTION,Do not erect truss backwards. 414 ��`� �NGINEF,q �� 2 8 • 2PE �9r' y\ . OREGO c O1N 9O c°M$ER 1\ �`a A. HEC't EXPIRES:06/30/2017 December 1,2015 I Ak WARNING-Verity 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 M7el&connectors.This design is based onlyupon parameters shown,and is for an individual building component,not MT. 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 Milek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery.erection and bracing of trusses and truss systems,see ANSI/BPa1 Quality 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 TypeQty Ply POLYGON R46018127 PL15-405_UPPER F13 Floor 11 1 Jab Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:21:37 2015 Page 1 ID:L209JJu6om RCBuY0hHV69uyFHbu-Qa5SzW45dhmAlezZGsiReh5?gnIOTEGgcWOfTyDIES p-10-8 2-6-0 Scale=1:41.2 4x6= 3x4= 354= 3x4= 3x6 FP= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 l: ° e" 21 0 d / � a a -. zo 19 18 17 16 15 14 13 3x4= 4x8= 3x6 FP= 3x5= 355 = 4x6= 354= 24-3-0 I I 24-3-0 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.26 Vert(LL) -0.23 15-16 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.55 Vert(TL) -0.38 15-16 >760 360 BCLL 0.0 Rep Stress Incr YES WB 0.75 Horz(TL) 0.08 13 n/a n/a Weight:121 lb FT=0%F,0%E BCDL 5.0 Code IBC20121TP12007 (Matrix) 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) 13=1055/0-5-4,19=1055/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1712/0,3-4=-1712/0,4-5=-3137/0,5-6=-3137/0,6-7=-3331/0,7-8=-3331/0,8-9=-2298/0,9-10=-2298/0, 10-11=-2298/0 BOT CHORD 18-19=0/522,17-18=0/2564,16-17=0/2564,15-16=0/3375,14-15=0/2956,13-14=0/1307 WEBS 11-13=-1620/0,11-14=0/1227,8-14=-816/0,8-15=0/464,6-16=-294/0,4-16=0/710,4-18=-1056/0,2-18=0/1474, 2-19=-1167/0 NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 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. 4)CAUTION,Do not erect truss backwards. D PR QFe.0 c-`' ‘AGI NEc'4 87022PE 9r N N -7 A� OREG N tis Z/ O "51���MBER `S EXPIRES:06/30/2017 December 1,2015 / � t 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 Milek®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 MiTek' 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/IPI1 Quality Criteria,DSB-89 and BCSI Building Component Suite 109 Safety Infonu nailon 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 PL15-405_UPPER F14 Floor 5 1 R46018128 Job Reference(ootionall Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:21:37 2015 Page 1 ID:L209JJu6omRCBuYOhHV69uyFHbu-Qa5SzW45dhmAlezZGsiReh5?ZnICTEPgc1M0fTyDIES 0-1-8 H I 1-1-12 l 2-6-0 Scale=1:41.7 4x6= 354= 3x4= 354= 3x6 FP= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 r iL S - 5 2 c e 21 a � - NN.. 2 NN 7 7 d ''''7 Vd cti 2NN N'iiir 19 18 17 16 15 14 13 3x4= 4x8= 3x6 FP= 3x5= 3x5= 4x6= 3x4= 1.5x3 SP= I 24-6-4 24-6-4 I LOADING(psi) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.27 Vert(LL) -0.24 15-16 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.57 Vert(TL) -0.39 15-16 >738 360 BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(TL) 0.08 13 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:122 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) 13=1067/Mechanical,19=1067/0-5-8 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1842/0,3-4=-1842/0,4-5=-3235/0,5-6=-3235/0,6-7=-3396/0,7-8=-3396/0,8-9=2330/0,9-10=-2330/0, 10-11=-2330/0 BOT CHORD 18-19=0/667,17-18=0/2678,16-17=0/2678,15-16=0/3456,14-15=0/3005,13-14=0/1324 WEBS 11-13=-1640/0,11-14=0/1247,8-14=-836/0,8-15=0/485,6-16=-274/0,4-16=0/690,4-18=-1036/0,2-18=0/1456, 2-19=-1232/0 NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 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. 4)CAUTION,Do not erect truss backwards. D PR oFFs coNGINFs/�,\ 9 29Q� 87022PE c- NyP '' '0j, OREG I 90, AMBER 1N ,O OS A. HE��P EXPIRES:06/30/2017 December 1,2015 4 a MIMI Al WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M167473 rev.10/03/2015 BEFORE USE. " Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality 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 R46018129 PL15-405_UPPER F15 Floor 9 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:21:37 2015 Page 1 ID:L209JJu6omRCBuYOhHV69uyFHbu--Qa5SzW45dhmAlezZGsiReh513nP1TPJgcWiOFTyDIES n 0.10.8 2-6-0 1. I �Sx3 1 1.5x� 1 2 3x4= 3 Scale=1:13.0 MIE 111 117A911 7 1.5x3 = , N 1.5x3 = 5 =, 0, 3x4= 3x4= 1_ 3-9-0 3-7-8 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) 0.00 5 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.06 Vert(TL) -0.02 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:23 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-9-0 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) 4=154/0-5-4,5=154/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)CAUTION,Do not erect truss backwards. QED P R OFFS �\t0��G NGI **4seNEFR sio2-9 87022PE r" N SAT OREGO ti� SUN FMBER \A O OS A. HO\ EXPIRES:06/30/2017 December 1,2015 f 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev.10/03/2015 BEFORE USE. ^ Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall MiTek' 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/TPI1 Quality Criteria,DSB-89 and BCSI Building Component Suite 109 Safety Informa8on 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 PL15-405_UPPER F16 FLOOR R46018130 2 1 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(national) 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:21:38 2015 Page 1 ID:L209JJu6omRCBuYOhHV69uyFHbu-umfgAs5j0?u1 NnYIgZDgAvdAVBemChPprARZBvyDIER IO-8-41 2-6-0 1 Scale=1:41.8 4x6= 1.5x3 II 1.5x3 I I 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 I I 3x4= 3x6 FP= 4x5= 1.503 I I 1 2 3 4 N5 6 7 8 9 10 7 -N7N......,711 12 o 7 d N.. d 19 18 17 16 15 14 13 404= 4x8= 3x6 FP= 3x5= 3x5= 4x6= 3x4= I 23-11-4 23-11-4I Plate Offsets(X,Y)— F19:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.26 Vert(LL) -0.22 15-16 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.54 Vert(TL) -0.37 15-16 >776 360 BCLL 0.0 Rep Stress Incr YES WB 0.76 Horz(TL) 0.08 13 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight 119 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) 13=1047/Mechanical,19=1047/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1621/0,3-4=1621/0,4-5=-3070/0,5-6=-3070/0,6-7=-3286/0,7-8=-3286/0,8-9=-2275/0,9-10=-2275/0, 10-11=2275/0 BOT CHORD 18-19=0/421,17-18=0/2485,16-17=0/2485,15-16=0/3319,14-15=0/2922,13-14=0/1296 WEBS 11-13=-1606/0,11-14=0/1213,8-14=-802/0,8-15=0/450,6-16=-308/0,4-16=0/724,4-18=-1071/0,2-18=0/1487, 2-19=-1135/0 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. <Cs& P R OFFss ,�5 �NGiNFFR j� Z4, 2 870 2PE /9r CP ,ry - �'oj, OREGON t- �N 110, b, 'MBER 1' �O OS A. HO; EXPIRES:06/30/2017 December 1,2015 ' 1 A.WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Weld)connectors.This design is based onlyupon 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 property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46018131 PL15-405_UPPER F17 Floor 10 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:21:39 2015 Page 1 ID:L209JJ u6om RCBuY0hHV69uyFHbu-MyDD005L810u?x7yOHkvj6Alob18xFgz4gB6kMyDIEQ 0-1-8 141-F12 1 2-5-8 I 2-6-0 Scale=1:27.9 3x4 II 1.5x3 II 1.5x3 = 1.5x3 = 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 I I 1 2 3 4 5 6 7 8 • ®®I o •• o - 15 0 2 d - -107 -SIN N 14 • - o o e 13 11 10 V 1.5x3 II 3x5= 3x5= 3x4= 3x6= nQr'..�-�"0-7-4 0-5-121 I 16-0-12 15-5-8 0-1-8 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.48 Vert(LL) 0.06 11-12 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.34 Vert(TL) -0.10 10-11 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.31 Horz(TL) 0.02 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:84 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) 9=666/0-2-12,12=1125/0-3-8 Max Gray 9=674(LC 4),12=1125(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=-1249/0,4-5=1249/0,5-6=1256/0,6-7=-1256/0 BOT CHORD 11-12=0/773,10-11=0/1395,9-10=0/787 WEBS 2-12=-431/0,7-9=-975/0,7-10=0/582,3-11=0/603,3-12=-955/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)9. 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)CAUTION,Do not erect truss backwards. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)400 lb down at 0-2-4 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 s 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 �J��5!cO PRQFF S Uniform Loads 13 ��� `iNG1 NEFR �o29 Vert:9-13=-8,1-8=-80 Concentrated Loads(Ib) Vert:1=-400(F) 870 2PE N /� N - �- OREGO ()r (• 9O sM8ER \1 \— On , HE % EXPIRES:06/30/2017 December 1,2015 mi AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. t Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPIl Quality Criteria,DSB-89 and BCSI Banding Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Surae Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON PL15-405_UPPER F18 Floor R46018132 8 1 Pacific Lumber 8 Truss Co., Beaverton,Oregon Job Reference(options) 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:21:39 2015 Page 1 ID:L209JJu6om RCBuY0hHV69uyFHbu-MyDD005L810u?x7yOHkvj6AN2b43xFrz4gB6kMyD IEQ I 1-7-0 I I 2-3-0 I °lam Scale=1:19.4 1.5x3 II 1.5x3 I 1.5x3 = 3x4 = 1.5x3 II 3x4= 1.5x3 = 1 3x4= 2 q 3 4 5 6 0 0 12 0 a d N d N O (�� 0 0 11 1DY g L> 8 3x5= 1.503 II 3x5= 304 = I 11-2-8 11-2-8I LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.14 Vert(LL) -0.01 8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.16 Vert(TL) -0.05 7-8 >999 360 BCLL 0.0 Rep Stress Ina' YES WB 0.30 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:60 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) 10=482/0-2-12,7=482/0-5-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-10=480/0,1-2=-391/0,2-3=-391/0,3-4=-713/0,4-5=-713/0 BOT CHORD 8-9=0/669,7-8=0/486 WEBS 5-7=-625/0,5-8=0/292,3-9=-357/0,1-9=0/581 NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10c1(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3)CAUTION,Do not erect truss backwards. �� 0 PR°EPSs CnN � GINEFR lY 87022PE 9r / s• Nfn - , ^I 7 -0j, OREGON ti5) Ili ,A C' 'M BER 1'` �O OS A. HECk \-\P EXPIRES:06/30/2017 December 1,2015 B B WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mite&connectors.This design o 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 property damage. For general guidance regarding the fabrication,storage,delivery.erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality 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 846018133 PL15-405_UPPER F19 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:21:40 2015 Page 1 ID:L209JJu6om RCBuYQhHV69uyFHbu-g9nbbY6zvc81c5i8y_FBFKXb_LKgcd61UwgGoyDIEP 0-1-8 Ell 1-7-8 I I 2-6-0 I 014-8 Scale=1:38.2 4x4= 3x4= 3x4= 3x4= 3x6 FP= 3x6= 1 2 3 4 5 8 7 8 9 10 11 •, cc m g 9 ., 22 44. o �\- eZ d VAlliiiiiHN. - 0.01 VA d N = _" 21 :LW. 18 17 16 15 14 13 12 4x6= 3x6 FP= 3x6= 3x5= 3x8 = 3x4= 22-7-8 I I 22-7-8 Plate Offsets(X,Y)— f1:Edoe,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.22 Vert(LL) -0.17 14-15 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.47 Vert(TL) -0.29 14-15 >931 360 BCLL 0.0 Rep Stress Incr YES WB 0.65 Horz(TL) 0.06 12 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:115 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 18=978/0-5-8,12=978/0-5-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 18-19=978/0,19-20=-978/0,1-20=-978/0,1-2=-867/0,2-3=867/0,3-4=-2507/0,4-5=-2507/0,5-6=2911/0, 6-7=-2911/0,7-8=-2088/0,8-9=-2088/0,9-10=2088/0 BOT CHORD 16-17=0/1830,15-16=0/1830,14-15=0/2850,13-14=0/2641,12-13=0/1202 WEBS 10-12=-1490/0,10-13=0/1097,7-13=-686/0,7-14=0/334,5-15=-425/0,3-15=0/840,3-17=-1193/0,1-17=0/1271 NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 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� 2 y 87022PE r `� 1N y 4), OREG N ti� ,44/ d90 IB E R 1\ PCS S A. HERS EXPIRES:06/30/2017 December 1,2015 II a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. mil Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall MiTek" 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 properly damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSI/TPII Qualify Criteria,055-89 and SCSI Building Component 7777 Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Suite 109 Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON PL15-405_UPPER F22 FLOOR GIRDER 2 1 R46015134 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:21:40 2015 Page 1 ID:L209JJu6omRCBuY0hHV69uyFHbu-g9nbbY6zvc81c5i8y_FBFKjYd NIgfK6lUwgGoyDIEP 1-9.4 I 2-6-0 1 01{8 Scale=1:41.8 3x5= 1.5x3 II 3x6 = 3x4 I 14x4= 1.5x3 I I 3x4= 1.5x3 11 3x4= 1.5x3 11 3x4= 3x6 FP= 3x4= 3x6 = 1 2 3 4 5 6 7 8 9 10 11 12 se. 5 c = m o I 0 21 d / N V N I 71 0 ° ° -[ i 20 19 18 17 16 15 14 13 4x6= 3x6= 3x6 FP= 3x5= 3x5= 3x5= 3x10= I 24-6-4 24-6-4 Plate Offsets(X,Y)- f1:Edge,0-1-81,f12:0-2-0,Edoel,F20:0-1-8,0-1-81,(21:0-1-8,0-1-al LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.15 Vert(LL) -0.15 15-16 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.38 Vert(TL) -0.24 15-16 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.47 Horz(TL) 0.05 13 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:129 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) 19=662/Mechanical,13=1792/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 13-20=-1142/0,20-21=1183/0,12-21=-1142/0,2-3=-1064/0,3-4=-1064/0,4-5=-1969/0,5-6=1969/0,6-7=-2102/0, 7-8=-2102/0,8-9=-1468/0,9-10=1468/0,10-11=-1468/0 BOT CHORD 18-19=0/314,17-18=0/1604,16-17=0/1604,15-16=0/2123,14-15=0/1874,13-14=0/856 WEBS 11-13=-1044/0,11-14=0/758,8-14=-503/0,8-15=0/282,4-16=0/452,4-18=-668/0,2-18=0/930,2-19=-729/0 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)CAUTION,Do not erect truss backwards. 4)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1129 lb down at 24-2-8 on top chord. The design/selection of such connection device(s)is the responsibility of others. 5)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 tOQk_O PR Open Uniform Loads(plf) Vert:13-19=-5,1-12=-50 Cj GINE / so Concentrated Loads(lb) �a �N FR 2 Vert:12=-1129(B) 9 870 2PE -7..„,14),,,OREGO OJN O cwEIER 1� r OSA. HEsi‘‘41?' EXPIRES:06/30/2017 December 1,2015 1 I WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mitek®connectors.This design is based onlya upon parameters shown,and is for n 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 hiss web and/or chord members only.Additional temporary and permanent bracing Mitek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46018135 PL15-405_UPPER F23 Floor Supported Gable 1 1 Job Reference(optional) Pacific Lumber Si Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:21:41 2015 Page 1 ID:L209JJu6om RCBuYOhHV69uyFHbu-JLLzou7cgwGcEFHKVim NoXFkIOorPDSFXBgDoEyD IEO Scale=1.17.5 1 2 3 4 5 6 7 8 9 o o L o 0 J ° o d d N N 18 17 16 15 14 13 12 11 10 10-7-8 1 10-7-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.06 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 10 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:50 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. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY REACTIONS. All bearings 10-7-8. BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). (Ib)- Max Gray All reactions 250 lb or less at joint(s)18,10,17,16,15,14,13,12,11 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. <;.., P R OFFS �c",N ,Co cL N EER si>29 870 2PE r yN rN N �Aj, OREG N cy,Oi.0 9O AMBER \\ On A. HEp% EXPIRES:06/30/2017 December 1,2015 44 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. mll ~ Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent 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 Quality Criteria,DSB-89 and BCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46018136 PL15-405_UPPER F25 Floor 6 1 Job Reference(ootionall Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:21:41 2015 Page 1 ID:L209JJu6om RCBuYOhHV69uyFHbu-JLLzou7cgwGcEFHKVimNoXFhQOhjP40FX8gDoEyDIEO 1 1-5-0 11 2-6-0 I Scale=1:38.7 1.5x3 II 4x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 11 3x4= 3x6 FP.= 4x4= 1.5x3 11 1 2 3 4 5 6 7 8 9 10 11 ex o m 0 b d tilt - 7 NS.' N... 7 Ns...-7.00.....N IsF 18 17 16 15 14 13 12 1.5x3 11 4x6= 3x6 FP= 3x6= 3x5= 3x8= 3x4= 1 22-2-0 22-2-0 Plate Offsets(X,V)— 11:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.21 Vert(LL) -0.17 14 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.46 Vert(TL) -0.28 14-15 >952 360 BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(TL) 0.06 12 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) 18=969/0-2-12,12=969/0-2-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-18=-971/0,1-2=-766/0,2-3=-766/0,34=2432/0,4-5=-2432/0,56=-2861/0,6-7=-2861/0,7-8=2063/0, 8-9=-2063/0,9-10=2063/0 BOT CHORD 16-17=0/1743,1516=0/1743,14-15=0/2788,13-14=0/2604,12-13=0/1190 WEBS 10-12=1475/0,10-13=0/1081,7-13=-670/0,7-14=0/319,5-15=-440/0,3-15=0/855,3-17=-1210/0,1-17=0/1206 NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)18,12. 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. `�,c0 P R open cAc �NGINF19 /� v-__.., 8 I 2PE / 1' 7 t i � �Aj, OREGO r O<N ''S' k'44 AMBER \\ OSA. HE ' EXPIRES:06/30/2017 December 1,2015 4 5 a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. NI- Design valid for use only with Weir®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 property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46018137 PL15-405_UPPER F26 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:21:42 2015 Page 1 ID:L209JJu6om RCBuYOhHV69uyFHbu-nXvL0E8ERDOTsPsX3PHcLlotjo6F8f0PmoPnKhyDIEN 1.5xi H 2-1-4 2-6-0 15x3 II 1 2 3x4= 3 Scale=1:12.9 d N • 5 4 3x4= 3x4= III 4-10-4 { 1- 48-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) 0.00 5 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.12 Vert(TL) -0.08 4-5 >745 360 BCLL 0.0 Rep Stress lncr YES WB 0.05 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:26 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 4-10-4 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=208/0-2-0,5=208/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)4,5. 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. ��Ep P R OFFS ��\�<�CNGI NEER Sio29 87022P� v cv y �Aj, OR GON r15)Qlv 9O AMBER 11 OS A. Heck EXPIRES:06/30/2017 December 1,2015 t I 1444 li A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. n Design valid for use only with M7eksS 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 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI Bolding Component 7777109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46018138 PL15-405 UPPER F28 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:21:42 2015 Page 1 ID:L209JJu6om RCBuYOhHV69uyFHbu-nXVL0E8ERDOTsPsX3PHcLIorEo?G8UkPmoPnKhyDIEN I 1-3-4 I 2-6-0 1 Scale=1:42.8 1.5x3 II 4x6= 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 II 304=3x6 FP=1.5x3 II 4x5 = 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 12 11/2N . -11.- F. . 0 dN 3 7 3 V NN /'..-N. b cti e . m, 19 18 17 16 15 14 13 3x4= 4x8 = 3x6 FP= 3x5= 3x5= 5x6= 3x4= 1.5x3 SP= I 24-6-4 I 24-6-4 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.27 Vert(LL) -0.24 15-16 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.57 Vert(TL) -0.40 15-16 >728 360 BCLL 0.0 Rep Stress!nor YES WE 0.73 Horz(TL) 0.08 13 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:121 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) 13=1073/Mechanical,19=1073/0-3-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1902/0,3-4=1902/0,4-5=-3280/0,5-6=-3280/0,6-7=-3426/0,7-8=-3426/0,8-9=-2345/0,9-10=-2345/0, 10-11=-2345/0 BOT CHORD 18-19=0/735,17-18=0/2731,16-17=0/2731,15-16=0/3494,14-15=0/3027,13-14=0/1331 WEBS 11-13=-1650/0,11-14=0/1256,8-14=-846/0,8-15=0/494,6-16=-265/0,4-16=0/680,4-18=-1027/0,2-18=0/1447, 2-19=1268/0 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. ,< o PRo/ ��� �NC,IN�F9 Y/4.8 1 2PE /�1' N / CV - �43j, OR EGO tip �N �O 'iii 11 �O EXPIRES:06/30/2017 December 1,2015 4 I WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. MN" Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent 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 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 R46018139 PL15-405_UPPER F40 FLOOR SUPPORTED GABL 12 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:21:42 2015 Page 1 ID:L209JJu6omRCBuYOhHV69uyFHbu-nXvL0E8ERDOTsPsX3PHcLIov1o788fCPmoPnKhyDIEN 1-0-8 1.5x3 H 1 3x4= 2 Scale=1:13.2 1 L d 7 A r ♦••♦♦•♦•.•♦S♦. �.�.�.�.�.�.�.� OAC 4 .......... 1.5x3 II 3x4= p 1-3-8 0-&3 1-3-8 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.03 Vert(LL) 0.00 4 **** 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:11 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-3-8 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=32/1-3-11,3=32/1-3-11,3=32/1-3-11 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 2)Gable studs spaced at 1-4-0 oc. 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. \`REII PRoFFss ,.5 , GINEF,Y /0- c, 870 2PE /ter -i Ntn '� N y "0), OREGON q5 O( l/ ''POn�M"ER \� Q ' S A. HEC‘4‘)... EXPIRES:06/30/2017 December 1,2015 11 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE imm p Design valid for use only with Milek®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/B.11 Quality Criteria,DSB-89 and BCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46018140 PL15-405_UPPER F41 FLOOR SUPPORTED GABL 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 Mitek Industries,Inc.Tue Dec 01 13:21:43 2015 Page 1 ID:L2O9JJu60m RCBuYOhH V69uyFHbu-FkTj Da8sCXWKrzRjd7ortyL4sCTOt6SY_S9Kt7yDIEM 0-11-4 1.5x3 II 1 3x4= 2 Scale=1:13.2 o 2 N 4 �������.1I 1.5x3 II 3x4= p 1-2-4 I 0.0-3 1-2-4 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.02 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 YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:11 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-2-4 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=29/1-2-7,3=29/1-2-7,3=2911-2-7 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 2)Gable studs spaced at 1-4-0 oc. 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. `�,q0 P R OFF`SS �r,,N Co NGI NFFtir R 4 87022PE yr / yN �rV -0j, OREGON fy� 4/ 11'o AMBER 1` o �`S A. H .# EXPIRES:06/30/2017 ► December 1,2015 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10103/2015 BEFORE USE. Mil. Design valid for use only with Mifek®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 property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPIt Qualify 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 R46018141 PL15-405_UPPER F42 FLOOR SUPPORTED GABL 3 1 • Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:21:43 2015 Page 1 ID:L209JJu6om RCBuYOhHV69uyFHbu-FkTj Da8sCXWKTZRjd7ortyL4GCTKt6SY_S9Kt7yDIEM I 1-6-4 1 5x3 II 1 3x4= 2 Scale=1:13.2 L 2 N T II 1.5x3 II 3x4= 1-9-4 0-A-41-9-4 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.06 Vert(LL) 0.00 4 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:13 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-9-4 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=45/1-9-8,3=45/1-9-8,3=45/1-9-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 2)Gable studs spaced at 1-4-0 oc. 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. �ck p PR op ,.,.:.7 ‹c- �NGI NEER Sit" 870 2PE v N ,N y �A� OREG N ti�0� 90 AMBER �1 OS A. HE?' �Q' EXPIRES:06/30/2017 December 1,2015 t, t 10/03/2015 BEFORE USE. AWARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. IIIII Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design gn 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/SP11 Quality Criteria,DSB-89 and BCSI Building Component Suuite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Cres Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46018142 PL15-405_UPPER F43 FLOOR SUPPORTED GABL 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:21:43 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu-FkTjDa8sCXWKTZRjd7ortyL42CTPt6SY S9Kt7yDIEM 1.5x3 II 1 4x4 = 2 Scale=1:13.3 0 d N 4 3 1.5x3 II 4x4 = 0-11-0 012 0-11-0 Plate Offsets(X,Y)— f1:Edge,0-1-81,f3:Edge,0-1-81 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (lac) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.01 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:10 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 0-11-0 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) 4=22/0-11-2,3=22/0-11-2 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Gable requires continuous bottom chord bearing. 2)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 3)Gable studs spaced at 1-4-0 oc. 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. 87022PE �c y �'oj, OREGO c1 AV 9b, AMBER \\ \O OS A. HE?' EXPIRES:06/30/2017 December 1,2015 1 1 nom Alk WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 141111. Design valid for use only with Mifel&connectors.This design is based only upon parameters shown,and is for an individual building coponent.not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualify 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 R46018143 PL15-405_UPPER F44 FLOOR SUPPORTED GABL 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:21:44 2015 Page 1 ID:L209JJu6omRCBuY0hHV69uyFHbu-jw06Rv9UzreA5i0vBgK4QAtFhcpdcZhiD6utPZyDIEL 0-10-0 115x3 II 1 3x4= 2 Scale=1:13.2 0 d 1 N ..*'♦♦•...♦. 4 .�.:-. • 1.5x3 I I 3x4= I 1-1-0 0-d-2 1-1-0 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.02 Vert(LL) 0.00 4 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:10 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-1-0 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) 4=26/1-1-2,3=26/1-1-2,3=26/1-1-2 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 2)Gable studs spaced at 1-4-0 oc. 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. - ckEO P R OFFS �c\.,<C,NGINEF9 si029 Q 87022PE v / cP� ,5 tv y -$, OREGON (y 4 , O'pFMNO� BER 1 \ S A. H .ck EXPIRES:06/30/2017 December 1,2015 I1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/2mit 015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual taus 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/1PI1 Qualify Criteria,055.89 and SCSI Building Component Suite 109 Safety Information available from Truss Plate Institute.218 NI. u Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46018144 PL15-405_UPPER F45 FLOOR SUPPORTED GABL 4 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:21:44 2015 Page 1 ID:L209JJu6omRCBuYOhHV69uyFHbu jw06Rv9UzreA5i0vBgK4QAtFKcpbcZhiD6utPZyDIEL 1 1-3-0 1.5x3 II 1 3x4 = 2 Scale=1:13.2 a o & d N N %OHO a ��������� ..� 1.5x3 II 3x4= 1-6-0 0-0-4 1-6-0 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.04 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 YES 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 1-6-0 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) 4=38/1-6-4,3=38/1-6-4,3=38/1-6-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 2)Gable studs spaced at 1-4-0 oc. 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. '<(<-s D P R Of-&, 870 2PE /9r N� ,N Niv O -37 'oj, OREGON ti ,44, '516(1.0 AMBER \\ A. HEC:k EXPIRES:06/30/2017 December 1,2015 1 I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE l- Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M iTek' 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/it'll Quality Criteria,DSB-89 and BCSI 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 R46018145 PL15-405_UPPER F47 FLOOR SUPPORTED GABL 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:21:44 2015 Page 1 ID:L209JJu6om RCBuYOhHV69uyFHbu-jw06Rv9UzreA5i0vBgK4QAtFwcpfcZhiD6utPZyDI EL 7x10 II 1 2 Scale=1:13.3 od 4 3 7x10 II 0-7-4 0-0'-4 0-7-4 Plate Offsets(X,Y)— f1:Edge,0-1-81,14:Edge,0-1-81 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.00 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix) Weight:9 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 0-7-4 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=14/0-7-8,3=14/0-7-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Gable requires continuous bottom chord bearing. 2)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 3)Gable studs spaced at 1-4-0 oc. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ,;?,Eo PR()Fe. ss NG1NEFR /0�9 87022Picv ycl‘ N 'Oj, OR GON ti� 4 BER 1'\ OS A. HECk EXPIRES:06/30/2017 December 1,2015 a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/rPI1 Quality 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 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/4' Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. I I (Drawings not to scale) Damage or Personal Injury Mit Dimensions are in ft-in-sixteenths. rob,. 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. Q1 „ c1-2 C2-3 -/7 6 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves &11,1t41 may require bracing,or alternative Tor I _nit p bracing should be considered. ilik\iliiiie1—� � O 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. c�� 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate C6-7 C5-6 designer,erection supervisor,property owner and plates 0-14,4' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE 6 joint and embed fully.Knots Place plates on each faceoandss 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 4 x 4 width measured perpendicular 10.Camber is a non-structural consideration and is the p p 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 /� Trusses are designedin all respects,equal to or better than that �i Indicated by symbol shown and/or for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13Top chords must be sheathed or purlins provided at spacing indicated on design. output. Use T or I bracing if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. established by others. sr-- 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member orplate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. ® Min size shown is for crushing only. MIN NM 143 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 19.Review all portions of this design(frontback,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, j1'f 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plateii w III Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 MiTek tiSA7777 Greenback Lane,Suite 109 Citrus Heights,CA 95610 Telephone 916-676-1900 Fax 916-676-1909 February 22,2018 Pacific Lumber&Truss Company 10515 SW Allen Blvd. Beaverton, OR To Whom It May Concern: 1,Marcos Hernandez and MiTek USA,Inc.. will take responsibility for all sealed truss engineering provided for Pacific Lumber&Truss Company. Please be advised that if the effective date of the seals shown on the engineering has been expired,I will still be responsible for the sealed truss engineering that had been designed to meet the contemporary code requirements. My current expiration date for my Oregon civil engineering license is June 30, 2019. For future reference,please log onto the Oregon State Board web site: www.osbeels.org for current license updated renewal status. If you have any questions,please contact me at 800-772-5351. Sincerely, AStO PROS DRELON EXPIRES: 6-30-19 Marcos Hernandez, P.E. Senior Engineer Western Engineering Operations MEIN mit MiTele MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 17-B 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: K1504881 thru K1504950 My license renewal date for the state of Oregon is December 31,2015. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. Q+vo PR ppb / GtNE *\ cc' 89200PE r 4 OREGON�b 14 4)' 14, 2Q Vii`}' M F?R1L‘-' '`. / ./--! November 3,2015 Baxter,David The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 16'— 5.5" !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h-21.2ft, 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 = 92.0 PSF load duration factor=l.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. 8-02-12 8-02-12 T '1 ,r 12 12 6.00 p IIM-4x9 Q 6.00 3 =l • 29 M o {— y —/o • o f o 0 0 1 • M-3x9 M-3x9 • • y 1-06 y 16-05-08 Bak-seS• • • 8-92OOPE JOB NAME : 5017—B POLYGON Al Al /� Scale: 0.4601 ! WARNINGS:uGENERALThis design unless ar the ise parameters 'OREGON 'Qj 7.Builder and erection contractor should bd advised f all General Notes 1. tlecign is based only upon the parometere shown and Is for anindividual I� Truss: Al and Warnings before construction w p building component Applicability of design parameters and proper 4114`.1-'4,!:- NV' . incorporation of component Is the responsibility or the building designer. 2.2x4 compression web bracing must b detail d be shown+. ), !]o 3.Additional temporary bracing to Insure stbblby during construction 2 Design assumes the lop and bottom unlchoess ba to be laterally braced aly+� {r is the responsibNry or the erector.Atltlii boat permanent bracing of T o c.and at 70 o.c respectively unless braced throughout their length by {a��� ell DATE: 11/2/2015 the overall structure Is thereresponsibility Of the boldin des Zit sheathing Muchibacing required )owndowager). "�[�.. '.}[ �, spons N g gner. 3.co Impact bridging or(such bracas ing rd sheathing(TC) he tl ing(T shown and/or t 1 1+- SEQ.: K 15 0 4 8 81 4.No load 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 than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID• LINK dealgn loads be applied to any component. and are hruary ondition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearingaialsupportsshown.Shimorwetlgeif EXPIRES: 12/3112015 fabrication,handling,shipment and installation of components. 7.Design seumes adequate drainage is provided. November 3,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPWJ1CA in BCSI,copies of which will be furnished upon request. linea coincide with joint center lines. 9.Diggs indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC 1 LUMBER SPECIFICATIONS TRUSS SPAN 16'- 5.5" IBC 2012 MAX MEMBER FORCES 9WR/DDF/C 1.00 TC: 2x9 KDDF#16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2- 8= (9 ) 209 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-1096) 267 8- 6=(-206) 866 8- 9=( -39) 435 WEBS: 2x9 KDDF STAND 3- 4=) -789) 176 B- 5-(-256) 209 LOADING 4- 5=) -789) 176 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1096) 267 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( O) 76 TOTAL LOAD = 92.0 PSF OVERHANGS: 18.0" 18.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -151/ 862V -87/ 87H 5.50" 1.38 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 16'- 5.5" -151/ 862V 0/ OH 5.50" 1.38 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. !COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed - 0.150" MAX TL CREEP DEFL = -0.019" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.022" @ 8'- 2.7" Allowed = 0.777" MAX LL DEFL = 0.013" @ 17'- 11.5" Allowed = 0.150" MAX TL CREEP DEFL = -0.019" @ 17'- 11.5" Allowed = 0.200" MAX BC PANEL TL DEFL = -0.047" @ 12'- 8.6" Allowed = 0.98]" MAX HORIZ. LL DEFL = 0.011" @ 16'- 0.0" MAX HORIZ. TL DEFL = 0.017" @ 16'- 0.0" 8-02-12 8-02-12 Design conforms to main windforce-resisting 9-03-12 3-11 3-11 9-03-12 system and components and cladding criteria. 1' T 1' u 1' 12 12 Wind: 140 mph, h=22.6ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 6.00 I)M-9x9 ' 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 4.0" Truss designed for wind loads 4T in the plane of the truss only. M-1.5x3 M-1.5x3 3 1111111111111111111111111 111111111111111 O M Q, eek I 1 2 8 =6 0 o M-3x9 M-3x8 M-3x9 7 0 • 1 b 1 8-02-12 8-02-12 y 1-06 y 16-05-08 y 1-06 b ,�� Nz `S'` o, $9200 P E JOB NAME : 5017-B POLYGON - A2 Scale: 0.3101 WARNINGS: G. hRAeNOTEb, unless omhe ise parameters -7 OREGON , 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the shown and is for an Intlry dual er Truss: A2 and Wxmingsbefore construction commencee building component.Applicability ofdesign parameters and pro 2.2:4com web Mr pression we g must be metalled where shown• Incorporation of component is the responsibility lity of the building designer. ; 1_ ©� - 3.Additional temporary bracing to insure stability during construction 2.Deegn assumes the top and bottom chords to be laterally braced at • © F �.v•{. Is the responsibility of the erector.Additional permanent bracing of lac.and at l0 oc respectively unless braced throughout their length by `Y' DATE: 11/2/2015 the overall structure is the responsibility of the building designer. 2olsrp sheathingsuchlb c god red where drywan(eq. �,I�} 3.2x Impact bridging or lateral bracing required where shown•• 1� SEQ.: K15 0 4 8 8 2 4.No load should be applied to any component until after an bracing and 4.Installation of buss is the responsibility of the respective contractor. fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design loads beapplied toany component. and are for-dry condition"or use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing el all supports shown.Shim or wedge if EXPIRES: 12/31/2015 fabrication,handling, necessary. shipment la the of of teCh components. 7.Design assumes adequate drainage Is provided. November 3,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPINJTCA In 6151,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 16-05-08 GIRDER SUPPORTING 35-08-00 FROM 7-00-00 TO 16-05-08 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 76 2- 9=(-1556) 7382 9- 3-( -134) 72 7-13=(-392) 1860 BC: 2x6 KDDF #1&BTR 2- 3=( -8526) 1836 9-10=(-1560) 7388 3-10-( -154) 548 WEBS: 2x4 KDDF STAND; LOADING 3- 4=( -8708) 1942 10-11=(-1624) 7552 10- 4=( -582) 2788 2x4 DF STAND A; LL = 25 PIE Ground Snow (Pg) 4- 5=( -6820) 1562 11-12=(-1608) 7450 4-11=(-2524) 576 2x6 KDDF #2 B TC UNIF LL( 50.0)+DL( 14.0)- 64.0 PLF 0'- 0.0" TO 16'- 5.5" V 5- 6=( -6824) 1562 12-13-(-1932) 8792 11- 5=(-1348) 5918 BC UNIF LL( 0.0)+DL( 20.0)- 20.0 PLF 0'- 0.0" TO 7'- 0.0" V 6- 7=( -8568) 1924 13- 8-(-1950) 8880 11- 6=(-2354) 548 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 420.8)+DL( 306.2)= 727.0 PLF 7'- 0.0" TO 16'- 5.5" V 7- 8-(-10250) 2268 6-12=1 -550) 2526 BC LATERAL SUPPORT <= 12"OC. UON. 12- 7=(-1404) 342 @@ADDL: BC CONC LL+DL= 2975.0 LBS @ 6'- 0.0" OVERHANGS: 18.0" 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) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -1041/ 4661V -74/ 86H 5.50" 7.46 KDDF ( 625) 16'- 5.5" -1459/ 6568V 0/ OH 5.50" 10.51 KDDF ( 625) ( 2 ) complete trusses required. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Join together 2 ply with 3"x.131 DIA GUN AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. nails staggered at: 9" oc in 1 row(s) throughout 2x4 top chords, 6" oc in 2 row(s) throughout 2x6 bottom chords, ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 9" oc in 1 row(s) throughout 2x4 webs, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 2 row(s) throughout 2x6 webs. @©HANGER BY OTHERS TO APPLY CONC. MAX LL DEFL = 0.003" @ -1'- 6.0" Allowed = 0.150" LOAD(S)EQUALLY TO ALL MEMBERS. MAX TL CREEP DEFL = -0.003" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL - 0.072" @ 10'- 7.3" Allowed - 0.777" MAX TL CREEP DEFL - -0.200" @ 10'- 7.3" Allowed - 1.036" MAX HORIZ. LL DEFL = -0.023" @ 16'- 0.0" MAX HORIZ. TL DEFL - 0.050" @ 16'- 0.0" 8-02-12 8-02-12 / ,1 '( I Design conforms to main windforce-resisting 3-06-02 2-07-10 2-01 2-01 2-07-10 / 3-06-02 system and components and cladding criteria. Wind: 140 mph, h=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 M-9x6 Q 6.00 load duration factor=l.6, 4.0" Truss designed for wind loads 5 'f--� in the plane of the truss only. �M-3x5 - M-3x5 4 6 to 3.1" M-3x4 M-3x5 3 B / M-5x10 M-5x10 A ( - t A44 m 0 9 15 11 12 13 -B I I M -1.5x3 M-6x8 M-3x10 M-4x6 M-3x6 o •y i, yi2975# ). ), y y 3-04-06 2-05-19 2-04-08 2-09-08 2-05-14 3-04-06 ,:�,,,Ep •FROPe,. b 1-06 b 16-05-08 �`�- ' GENE cS'l�• �- • •$9200P E C'e JOB NAME : 5017-B POLYGON - !,A3 >� _ Scale: 0.3195 WOO WARNINGS: GENERAL NOTES, unless otherwise noted Ofll.l/'S R'� ya"^ 1.Builder and erection contractor should be advised of all General Notes 1.This design k based only upon the parameters shown and Is for an individual V fl C C)V '� '�(/ Truss• A3 and Warnings before construoton r6me s. building component Applicability of design parameters and proper • 2.2z4 compression web bracing must bO lnal t dwhere shown�. incorporation of component is the responsibility of the building designer77.. f/\ "7 '14 © 3.Additional temporary bracing tonsure stability during construction 2 Design assumes the top and bottom chords bray be throughoutateraIN braced al C! Is the rod onslbi of the erector.Additional t bracing f 2 o.c.and at 10'o c.rSuch as ely unless braced their length by p m' permanen go continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). iii - ' ' DATE: 11/2/2015 the overall structure Is the responsibility of the building designer. 3.2i Impact bodging or lateral bracing required where shown++ SEQ.: K 15 0 4 8 8 3 4.No load should be applied to any component until after all bracing and 4.Instalhlion of trues Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID' LINK design mads be applied to any component. end are condieon•ofata. 5.CompuTms has no control over and assumes no responsibility for Me e'Decsm full bearing al at supports shown.Shim or wedge if EXPIRES: 12/31/2015 ry.assumes EXPIRES:C�7 1 G/J G J fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 3,2015 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPtnARCA 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 LISA,Inc./CompuTms So6were 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 7.0" OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 p BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"01. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=20.9ft, 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 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. 6-09-08 6-09-08 T f 12 6.00 F7- 11M-4x9 12 Q 6.00 3 O I jlli 2 rn o 9 a OAi O M-3x4 M-3x4 l i o6 l 13 07 l • b -•9200PE JOB NAME : 5017-B POLYGON - B11011PA'' '' Scale: 0.5192 , (O WARNINGS: GENERAL NOTES, unless othensse noted ® !�s Truss: B1 I.Builder and erection contractor should be advised of all General Notes I.This design is based only upon the parameters shown ands for an individual "'y .'OREGON ' Qa,6, and Wammgs before construction commences. building component Applicability of design parameters and proper 2.2x4 compression web bracing mull be installed where shown+, incorporation of component is the responsibility of me building designer. ' „4''I © _ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chortletube throughout braced at / 1.R' Is the responsibility of the erector.Additional permanent bracing of 2 o c and at td o c respectiveN unless braced their length by /'V' DATE: 11/2/2015 the overall structure Is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). --"4($1414 ` 4.No load should be applied to an 3.2x Impact bridging or lateral required whets shown e• F4 R,,1 v - - SEQ. : K 15 0 4 8 8 4 pp y 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 than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS TD: LINK design loads be applied to any component. and are for"dry condition.of use. 5.CompuTrus has no control over and assumes no responsibllXy for the 8.Dsegnaseumes full bearing at all suppods shown.Shim or wedge if EXPIRES:R ES: 12131 f2015 fabrication,handling,shipment and installation of components. N ded. 6.This design is furnished subject to the limitations byset forth 7.Platisshailbgn esatledon drainageistprusls,an November 3,2015 e.Plates shall be located on both feces of truss,and placed so their center TPWJICA in SCSI,copies of which will be furnished upon request. lines coincide wdh Joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 7.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg-1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-6=(-27) 512 6-3=(0) 314 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-681) 123 6-9=(-27) 512 WEBS: 2x9 KDDF STAND 3-4=(-681) 123 LOADING 4-5=( 0) 76 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 18.0" 18.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -134/ 742V -79/ 74H 5.50" 1.19 KDDF ( 625) 13'- 7.0" -139/ 741V 0/ OH 5.50" 1.19 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed - 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed - 0.200" MAX LL DEFL = 0.013" @ 15'- 1.D" Allowed = 0.150" MAX TL CREEP DEFL - -0.014" @ 15'- 1.0" Allowed = 0.200" • MAX TC PANEL LL DEFL = -0.035" @ 3'- 7.5" Allowed = 0.955" MAX TC PANEL TL DEFL = 0.097" @ 9'- 8.6" Allowed = 0.683" MAX HORIZ. LL DEFL = 0.005" @ 13'- 1.5" MAX HORIZ. TL DEFL = 0.008" @ 13'- 1.5" • 6-09-0$ 6-09-08 •12 12 Design conforms to main windforce-resisting IIM-4x4 system and components and cladding criteria. 6.00 Q 6.00 4.0" Wind: 140 mph, h=22.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 �( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), iii load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M M A 111114,ft_. g 6 ►S14 O I 0 1 M-3x4 M-1.5x3 M-3x4 1 o • • ly y 6-09-08 6-09-08 Pyy yy 1-06 13-07 1-06 �� G7 C�N �� p 7i 96OP' �" JOB NAME : 5017-B POLYGON - $2 Scale: 0.4067 tj� - --- WARNINGS: GENERAL NOTES, unless otherwise noted • -� • ©R�17/.tKj J - 1.Builder and erection contractor should badvised of all General Notes 1.This design is based only upon the parameters shown and s for an individual • GC)N -� LC/, Truss: B2 and Wamingsbefore oonstrualon ono building component.Applicability ofdesign parameters and proper �. 2.2x4 compression web bracing must be Installed where shown+. nsorporatiun of component Is the responsibility of the building designer. f//�� y 3.Additional t mponary bras to Ins tab'lity during construction 2.Design assumes the top and bottom chords to be laterally braced al �,J'44F1-1:11k-V- 1 f ©(�� is the responsibility of the erecter.Additional permanent bracing of 2 o.c.and at 10 o.c.respectively unlees braced throughout(heir length by {'� V, continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). " R 1 k-V' DATE: 11/2/2015 the overall structure Is the responsibility f thebuilding designer. 3.2x Impact bridging or lateral bracing required where shown 00 • 4.No load should be applied B any component until alter ell bracing and 4.Installation of buss Is the responsibility of the respective contractor. SEQ.: K 15 0 4 8 8 5 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS I D: LINK design loads be applied to any component. and en ssumesondni bearing of supportswedge 5.CompuTrus has no control over and assumes no responsibility for the 6.Design Nllbearin tellshown.Shim or If EXPIRES: 12/3112015 ssery. i� fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainageis provided. November 3,2015 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TP WJTCA in 8151,copies of which all be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate she of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(IL)-E 10.For basic connedor plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 13-07-00 GIRDER SUPPORTING 35-08-00 FROM 0-00-00 TO 7-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE - 1.15 (Non-Rep) 1- 2=(-8408) 1862 1- 7=(-1562) 7284 7- 2=) -404) 1942 BC: 2x6 KDDF 55 2- 3=(-6562) 1484 7- 8-(-1542) 7194 2- 8=(-1658) 404 WEBS: 2x4 ROOF STAND; LOADING 3- 4=(-6636) 1488 8- 9=(-1066) 5198 8- 3=( -630) 2756 I 2x4 DF STAND A LL = 25 PSF Ground Snow (Pg) 4- 5=(-6536) 1400 9-10=(-1150) 5660 3- 9=( -656) 3034 TC UNIF LL( 50.0)+DL( 14.0)- 64.0 PLF 0'- 0.0" TO 13'- 7.0" V 5- 6=( 0) 76 10- 5=(-1146) 5654 9- 4-) -142) 370 TC LATERAL SUPPORT <- 12"01. UON. BC UNIF LL( 420.8)+DL) 306.2)- 727.0 PLF 0'- 0.0" TO 7'- 0.0" V 4-10=( -126) 74 BC LATERAL SUPPORT <- 12"01. UON. BC UNIF LL( 0.0)+DL( 20.0)- 20.0 PLF 7'- 0.0" TO 13'- 7.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 0.0" 18.0" @@ADDL: BC CONC LL+DL= 3004.0 LBS @ 7'- 7.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -1252/ 5638V -72/ 61H 5.50" 9.02 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 13'- 7.0" -815/ 3643V 0/ OH 5.50" 5.83 KDDF ( 625) -',- ( 2 ) complete trusses required. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Join together 2 ply with 3"x.131 DIA GUN BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP nails staggered t: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. �/�/ 9" oc in 1 row(s) throughout 2x4 top chords, ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. (X\/X\ 6" oc in 2 row(s) throughout 2x6 bottom chords, 9" oc in 1 row(s)(s) throughout 2x4 webs. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = 0.047" @ 6'- 0.0" Allowed - 0.633" MAX TL CREEP DEFL - -0.133" @ 6'- 0.0" Allowed - 0.844" @@ HANGER BY OTHERS TO APPLY CONC. MAX LL DEFL - 0.003" @ 15'- 1.0" Allowed - 0.150" LOAD(S)EQUALLY TO ALL MEMBERS. MAX TL CREEP DEFL = -0.003" @ 15'- 1.0" Allowed - 0.200" MAX BORIS. LL DEFL = -0.014" @ 13'- 1.5" MAX HORIZ. TL DEFL - 0.031" 9 13'- 1.5" 6-09-08 6-09-08 'r / T 3-07 3-02-08 3-02-08 3-07 Design conforms to main windforce-resisting f f .( f f system and components and cladding criteria. 12 M-4x6 12 Wind: 140 mph, h=22.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 Q 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor=l.6, 3 ,f-=( Truss designed for wind loads PI in the plane of the truss only. W M-3x5lloo. M-3x4 41l 2 g M-5x10 M-5x10 M ,ia flidlb*I 03 c. o 1 i71 , I9I 1D 116"11•� M-3x6 =M-4x4 M-4x8 M-1.5x3 0 y 1 J' 3004# , ). 3-05-04 2-06-12 1-07 2-06-12 3-05-04 • J' 13-07 b 1-06 y ��pxEp PR(1E��s 5.9200PE . JOB NAME : 5017-B POLYGON - B3 Scale: 0.3912 'MI4111" • WARNINGS: GENERALNOTES, unyupomhe aramete' OREGON 1 Truss: B3 1.Budder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an indry dual 'aa' and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown 4. Incorporation of component is the respons b iffy of the buiMing designer. �" �� 3.Addfllonal temporary bracing to insure stability during construction 2 Design assumes the top and bottom to be latera braced • �� `'.A.' „© V ; is the responsibility of the erector.Additional permanent bracing of 2 a c and at 10 o c.rcoos a,sty unless braced throughout their length by --1. -.)11,6 - _ T6 DATE: 11/2/2015 the overall structures the responsromty of the building desgner. 2x Impactusheathing latebacing e required tare)and/or drywall(BC). - .-- U.I 1= 3.In oftruss bridging or th lateral bracing y of resile shown t 4 F� V SEQ. : K1504886 4.No load should beapplied Many component until after all bracing and 4.Installetlonoftrusslslherespomlbilityofthe respectivecontractor. fasteners are complete and at no time should any loads greater than 5.Design assumes bosses are to be used m a noncorrosive environment, ' TRANS ID: LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrushasnocontroloverandassumesnoresponsibilityforthe 6.Design assumes full begging atall suppoesshown.Shim orwedge if EXPIRES'12/31f2015 fabrication,handlin hi ment and installation of components. mm., e,e p P7. atign essallbesadedon othifcelo truss,an November 3,2015 B.This design is furnished subject to the limitations get forth by 8.Platen shall be located at both nage of truss,and placed so their center TPWVTCA in SCSI,copies of which will be belched upon request. lines coincide with joint center lines. MiTek USA,IncJCom uTms Software 1E 7.6.6 L 9.Digits indicate alae of plate In Inches. p ( )" t0.For basic connector plate design values see ESR-1311,ESR-1988(Weft) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 35-03-04 STUB MONO HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cpl=1.00 TC: 2x6 KDDF #16BTR; LOAD DURATION INCREASE - 1.15 (Non-Rep) 1- 2=(-1132) 412 B- 9-( -108) 142 8- 1=(-3192) 1070 11- 5=( 0) 476 2x4 KDDF #16BTR Ti 2- 3-(-1076) 404 9-10=(-2964) 6980 1- 9=( -980) 2960 5-12-(-2444) 1242 BC: 2x6 KDDF SS LOADING 3- 4=(-7814) 3158 10-11=(-4096) 9690 9- 2-( -118) 184 12- 6=( -380) 1742 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=(-9806) 3968 11-12-(-3994) 9474 9- 3-(-6296) 2750 6-13=(-6792) 2898 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 1'- 7.0" V 5- 6=(-7290) 2934 12-13=(-2684) 6330 3-10=( -314) 1510 13- 7=( -400) 284 TC LATERAL SUPPORT 24"OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 1'- 7.0" TO 35'- 3.3" V 6- 7=( -42) 42 10- 4=(-2102) 1098 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 35'- 3.3" V 4-11-) 0) 340 TC CONC LL( 66.0)+DL( 18.5)= 84.4 LBS @ 1'- 7.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2T9 OPACIOR AT EASOC UON. FOR LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) .` ALL FLAT TOP CHORD AREAS NOT SHEATHED RI�1ISTORAGE DOES NOT APPLY DUE TO THE BEINIAL 0'- 3.3" -1149/ 2933V -86/ 93H 5.50" 4.69 KDDF ( 625) REQUIREIRE MENTSENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 35'- 3.3" -1232/ 2975V 0/ OH 5.50" 4.76 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ANO BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. J,- ( 2 ) complete trusses required. COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. Join together 2 ply with 3"x.131 DIA GUN nails staggered at: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 n/ 9" oc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL = 0.357" @ 18'- 0.7" Allowed = 1.718" /y\V/y\ 9" oc in 2 row(s) throughout 2x6 top chords, MAX TL CREEP DEFL - -0.651" @ 18'- 0.7" Allowed = 2.290" 9" oc in 2 row(s) throughout 2x6 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs. MAX HORIZ. LL DEFL - -0.070" @ 34'- 11.8" MAX HORIZ. TL DEFL = 0.106" @ 34'- 11.8" 0* For hanger specs. - See approved plans Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, 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. 1-06-15 33-0B=05 1-06- 5 15-08-05 i 18-00 1-16- 5 6-04 6-09-03 6-19-05 6-09-03 7-00-11 84.40# 12 6.00 M-5x6(S). M-4x6 M-4x6 2 M-3310 M-3x4 M-3x4 M-36x10 M-1 5x3 �o i o _ a 0 pn `v e*m-1.5x3 M-1x4 0.24 M-1gx4 M-3x10 *43 nEQ Pll V��S M-4x12 M-7x8($) CCS' U c,�� GINE 3/ ._ 11-00 8-07-04 y 8-05-08 y 8-05-08 y 8-09 y 35-03-04 JOB NAME : 5017-B POLYGON - D1 �' Scale: 0.1165 _ WARNINGS: GENERAL NOTES, unless otherwise noted ©RECON z(/ 1.Builder and erection contractor should b advised of all General Notes 1 This design Is based only upon the parameters shown and Is for an individual L Truss: Dl and Warnings before construction building component Applicability of design parameters and proper 4q & 2.2x4 compression web bracing must beinstalled where shown+ incorporation of component is the responsibility of the building designer. �y .r k 1 • ' 2.0. ± 3.Additional tem bracingto Incurs stabil duan traction 2.Design assumes the lop and bottom chords to be laterally braced at . 44 `J temporary a1' g conc 2 o.c.and at 10 o.c respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). - FF i(t DATE: 11/2/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ.: K 15 0 4 8 8 7 4.No load should be applied to any component until after an bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS I D• LINK design loads be applied to any component. end are for"dry full bearing of use. 5.CompuTrus has no control over and assumes no responsibility for the a necessary. fabrication, assumes full bearing al all supports shown.Shim or wedge if EXPIRES: 1213112015' spans y ,y. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided November 3,201 5 0.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 TPIANTCA in BCSI,copies of which wilt be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Ino./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-7317,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 3.3" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x6 KDDF g1&BTR; LOAD DURATION INCREASE = 1.15 1- 2=) -567) 173 9-10=( -121) 128 9- 1=(-1605) 389 6-13=(-1221) 378 2x9 KDDF 91&BTR T1 SPACED 24.0" O.C. 2- 3=( 0) 0 10-11=( -959) 3487 1-10-) -343) 1467 13- 7=( -62) 871 BC: 2x6 KDDF SS 2- 4=( -533) 178 11-12=(-1221) 9843 10- 2=( -47) 150 7-14=(-3395) 827 WEBS: 2x9 KDDF STAND LOADING 4- 5=)-3903) 920 12-13=(-1164) 4735 10- 4=(-3199) 821 19- 8=( -200) 106 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-4901) 1099 13-14=( -792) 3169 4-11=( -22) 756 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3644) 809 11- 5=(-1052) 289 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=( -37) 91 5-12=( 0) 231 12- 6=( 0) 313 LL = 25 PSI" Ground Snow (Pg) NOTE: 2x4 BRACING AT 24"OC UON. FOR BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -231/ 1975V -86/ 93H 5.50" 2.36 KDDF ( 625) 35'- 3.3" -183/ 1487V 0/ OH 5.50" 2.38 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ** For hanger specs. - See approved plans ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.323" @ 18'- 0.7" Allowed = 1.718" MAX TL CREEP DEFL = -0.651" @ 18'- 0.7" Allowed = 2.290" MAX HORIZ. LL DEFL = 0.063" @ 34'- 11.8" MAX HORIZ. TL DEFL = 0.106" @ 39'- 11.8" 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 in the plane of the truss only. 3-06-15 31-08-05 T T 3-06-15 13-08-05 18-00 1-01-172-05-03f 4-04 6-09-03 6-09-03 6-09-03 7-00-11 i' T '1 T 1' T T T 1-07-04 1. 1' 12 6.00 p 3 M-4x6 M-4x6 z M-3x10 M-3x4 M-5x6(S) M-3x4 M-3x10 M-1.5x3 4 5 6 7 8 A' Fye. w .N AFI -/ o', ± \ o I /--" 0„....._1- O to O p N 9++1 0 1 1 1 12 13 *e54 -/ M-1.5x3 M-3x4 0.25" M-3x4 M-3x10 M-4x12 M-7x8(S) •9,Z) PR.OpE 1-00 8-07-04 ), 8-05-08 y 8-05-08 y 8-09 k ��. ', GI N,E.l�- 35-03-04 .i' � g �} y £T _ It' 8�G00f JOB NAME : 5017-B POLYGON - D2 Scale: 0.1790 �.... /e (� WARNINGS: GThRAeNOTsb, unless onthe ise parameters 7� � REGCJN �41 - 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for anindividual Truss: D2 and Warnings before construction commences, building component.Applicability of design parameters and proper A S.2x4 compression web bracing must be Installed where shown+ Incorporation of component is the responsibility of the building designer. te 2S 3.Additional temporary bracing to Insure stability during construction 2 Design andatlassumes the top and bottom chords to be laterally braced at F '1-.•i is the responsibility of the erector.Additional permanent bracing ofcontinuous 2 o c. at f 0'o c rsuch as unless braced throughout their length by "Y ('� " DATE: 11/2/2015 responsibility gbrimpatshgingiorauerasad,greuired where shown -$Ufl-1Ly, - - the overall structure Is the res b I the building designer. 3.2a Impact bridging or such bradng required where shown and/or* 1 SEQ.: Ki5 0 4 8 8 8 4.No load should be applied to any component until after all braGng and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment. TRANS I D: LINK design Lada beep ted to any component, and are for'dn condition"o/aas. 5.CompuTrua hes no control over end assumes no responsibility for the 8.Design assumes NII bearing at all supports shown.Shim or wedge 8 EXPIRES: 1 2/31 12 01 5 fabrication,handling,shipment and installation of components. necessary. Pmen 7.Design assumes adequate drainage is provided. November 3,2015 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on bath faces of truss,and placed so their center TPI/WTCA in 8C51,copies of which will be fumished upon request. lines coincide with joint center lines. 9.Digits indicate she of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E to.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 35'- 3.3" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #103TR LOAD DURATION INCREASE = 1.15 1- 2=(-1560) 394 9-10=( -66) 129 9- 1=(-1428) 389 5-13=(-696) 219 BC: 2x4 KDDF #1&BTRSPACED 24.0" O.C. 2- 3=(-1340) 403 10-11=(-439) 2249 1-10-) -306) 1441 6-13=(-124) 737 WEBS: 2x4 KDDF STAND 3- 4=(-2414) 629 11-12=(-525) 2643 10- 2=( -4) 351 13- 7=(-172) 186 • LOADING 4- 5=(-2653) 685 12-13=(-517) 2616 10- 3=(-1228) 319 IC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-2101) 557 13- B=(-540) 2263 3-11=( -29) 490 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-2417) 579 11- 4=( -393) 139 • TOTAL LOAD = 42.0 PSF 7- 8=(-2649) 659 4-12=( -2) 83 • 12- 5=( 0) 178 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED 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) REQUjIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -177/ 1468V -141/ 94H 5.50" 2.35 KDDF ( 625) 35'- 3.3" -183/ 1495V 0/ OH 5.50" 2.39 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ** For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.155" @ 18'- 9.7" Allowed = 1.718" MAX TL CREEP DEFL = -0.312" @ 18'- 9.7" Allowed = 2.290" • MAX HORIZ. LL DEFL = 0.055" @ 34'- 9.7" MAX HORIZ. TL DEFL = 0.092" @ 34'- 9.7" Design conforms to main windforce-resisting system and components and cladding criteria. • • Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, I (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. 5-06-15 , 19-08-10 9-11-11 T T '1 T 5-06-15 4-09-09 ! 5-00-12 5-00-12 4-09-09 4-10-03 5-01-08 12 12 6.00 M-4x6 '! M-5x6(0) M-4x6 Q 6.00 M-3X4 0.25" M-3x4 3i k 4 5 J". win OP w r M-1.5x3 M-3x5 l / f , m 0 I Il , /\1 0 N$� NM ! SN FSM eta 9** 1 011 12 13 *8 0 M-1.5x3 M-3x10 !, M-3x4 0.25' M-3x9 M-3x6 l o • M-5x6(5) Eq PRQFE l 1 y 5-02 y 6-10-12 y 6-09 y 6-10-12 9-06-12 1 • GCN,��� '! y • 35-03-04 '�. • -920QPE JOB NAME : 5017-B POLYGON - D3 Scale: 0.1973 ,..1.0„ / WARNINGS: GENERAL NOTES, unless otherwise noted. 0 • ARE . y,-- 1.Bolder and erection contractor should he advised of all General Notes 1 This design is based only upon the parameters shown and Is for an individual 11G...C)�I N.VVV -� AL(/ Truss: D3 andwaminga before construction commences bolding component.Applicability ofdesIgn parameters and proper ��. 2.2x4 compression wait bracing mull be installed where shown+ incorporation of component s the responstbii ly of the building designer. j� _•7 j '1 _ o� '�' 3.Additional temporary bracing tonsure stability during construction 2.Design assumes the top and bottom chords to be laterally braceden . • 1 is the responsibility of the erecaor.Additional permanent bracing of 2 o.c.and at 10 o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). $Fi 1 0'! DATE: 11/2/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ.:. 15 0 4 8 8 9 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, and TRANS ID• LINK design loads be applied to any component DesigneBSsumefullbon"ofase. 5.CompuTrus has no control over and assumes no responsibility for the 6 necessary. full beating at ellsuppodsshown,whimorwedgeIf EXPIRES: 12/31/2015 ssary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 3,2015 6.This design is furnished subject to the limitations set forth by B.Plates shall be boated on both faces of truss,and placed so their center TPIMRCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sae of plate in inches. MTek USA,Int./CompaTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 3.3" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-1560) 494 11-12-) -67) 129 11- 1=(-1428) 969 15- 9=(-170) 173 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=( 0) 0 12-13=(-563) 2249 1-12-) -398) 1441 WEBS: 2x9 KDDF STAND 2- 4=(-1340) 986 13-14=(-657) 2643 12- 2=( 0) 351 LOADING 4- 5=(-2414) 753 14-15=(-673) 2616 12- 9=(-1228) 366 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+51,( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2653) 819 15-10=(-64B) 2263 9-13=( -31) 990 BC LATERAL SUPPORT <= 12"01. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 8=(-2101) 679 13- 5=( -393) 141 TOTAL LOAD = 92.0 PSF 7- 8=( 0) 0 5-14=( -13) 83 B- 9=(-2417) 718 14- 6=( 0) 178 NOTE: 204 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2649) 784 6-15=( -696) 291 ALL FLAT TOP CHORD AREAS NOT SHEATHED e-15=( -132) 737 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX BORE BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -249/ 1968V -191/ 99H 5.50" 2.35 KDDF ( 625) ** For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 35'- 3.3" -241/ 1995V 0/ OH 5.50" 2.39 KDDF ( 625) ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/160 MAX LL DEFL - -0.155" @ 18'- 9.7" Allowed = 1.718" MAX TL CREEP DEFL = -0.312" @ 18'- 9.7" Allowed = 2.290" MAX HORIZ. LL DEFL = 0.055" @ 34'- 9.7" MAX HORIZ. TL DEFL = 0.092" @ 34'- 9.7" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 7-06-15 15-08-10 11-11-11 T '( f T 5-03-12 2-03-03 2-09-09 5-00-12 5-00-12 2-09-09 2-03-03 4-07 5-01-08 T T 1 4 T .10 4 4 T T 5-07-04 T 10-00 12 6.00 p M-4x6 3 M-5x6(5) 7 1z M-3x4 M-3x4 M-4x6 Q 6.00 2 4 0.525" 6 r< or k IN M-3x5 .M-1.5x3 \/\/1144\ oI LLD 0 rn rn 11//, 12 13 ,r L9 15 +•10 4, M-1.5x3 M-3x10 M-3x9 0.25" M-3x8 M-3x6 to M-5x6(S) •nG9 PR,pF� l l y y J• C'6 5-02 6-10-12 6-09 6-10-12 9-06-12 _- •- • ,-.. -��R (O- b 35-03-04 892OOPE e. JOB NAME : 5017-B POLYGON - D4 / ` � Scale: 0.1723 4119•• WARNINGS: G. hRAeNOTsb, anupotllhneise pana ate. -� Of1E{3OKI 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an ndlvldual Truss: D4 and Warnings before construction commences. building component.Applicability of design parameters and proper �/y 1� 2.2x4 compression web bracing mull be installed where shown-t. incorporation of component s the responsibility of the building designer. �, "�" � 2.0'fl` - 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced © 1.,R. Is the responsibility of the erector.Addklonal permanent bracing of T o c and at l0 o.c.reach ee plywood unless braced throughout their length by /dl' j DATE: 11/2/2015 the overall structures the responsibility of the building designer. continuous or etchlbacing e a where shown �81 �- CJVs 3.2a Impact bridging or lateral bracing required where shown SEQ.: Ki5 0 4 8 9 0 4.No load should be applied to any component until after all bracing and 4.Installation of Buss N the responsibility of the respecttve contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes Busses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component andarero drycondmm�^or use. 5.CompuT,us has no control nveend 000u,nesno nesponslblllty to,the 8.Design assumes full Beadngatall supports shown.Shim-orwedge if EXPIRES: 12/31/2015- fabrication,handling,shipment and installation of components. necessary. 7.Design bees adequate ne cdrainage Is ptrusse n November 3,201 5 B.This design is furnished of to the 11 be tions set by e.Plates shall be located ono both races of coed,and planed m weir tamer TPIIWTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In inches. MiTek USA,Ino./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-7311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 3.3" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2-(-2556) 559 1- 8=(-427) 2151 8- 2-( 0) 269 6-11=(0) 275 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2- 3=(-2043) 520 8- 9=(-929) 2148 2- 9=(-462) 191 3- 4=(-1734) 513 9-10=(-309) 1846 9- 3=(-102) 564 WEBS: 2x4 KDDF STAND; 2x4 DF STAND A LONDIOG 4- 5-(-1755) 518 10-11=(-450) 2252 9- 4-(-232) 117 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2067) 526 11- 7=(-496) 2255 9-10=(-196) 109 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2642) 572 5-10=(-106) 577 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD - 42.0 PSF 10- 6=(-558) 210 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2T4 OPACIOR AT E4S00 UON. FOR LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 FIE LIMIIBC STORAGE 0'- 0.0" -192/ 1481V -141/ 191H 5.50" 2.37 KDDF ( 625) bIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 35'- 3.3" -189/ 1981V 0/ OH 5.50" 2.37 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. • • • *0 For hanger specs. - See approved plans ICONS. 2: Design checked for net)-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/290, TL=L/180 MAX LL DEFL = -0.121" @ 17'- 5.2" Allowed = 1.718" MAX TL CREEP DEFL = -0.244" @ 17'- 5.2" Allowed = 2.290" MAX HORIZ. LL DEFL - 0.055" @ 34'- 9.7" MAX HORIZ. TL DEFL - 0.092" @ 34'- 9.7" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.7ft, 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. 13-06-15 7-08-10 13-11-11 T T 6-10-08 6-08-07 3-10-05 3-10-05 6-08-07 7-03-04 q 4 T 4 '1 '1 T 12 12 M-4x6 M-4x6 Q 6.00 6.00 p M-3x9 38 4 M-3x4 M-3x4 z • 00. 1 M-5x6 n rn o A o 09 10 11 **7 o I 1 ** M-1.5x3 IM-3 8 M-3x8 M-1.5x3 M-3x6 f M-3x5(S) R. y 6-08-12 y 6-05-04 y 8-06-08 y 6-05-04 y 7-01-08 �� �E GpN D �SSI. _. y 15-03-04 20-00 y :(� . .. pf•��7 �R._:,. ��>� • y • • 35-03-04 :t 85200PE c" JOB NAME : 5017-B POLYGON - D5Scale: 0.1722 j� WARNINGS'. GENERAL NOTES, unless otherwise noted: 'OREGON O lsl jaC- I.Builder and erection contractor should be advised of all General Notes 1.This designs based only upon the parameters shown and Is for an Individual OI"1 L7 I V CL Truss: D5 and Warnings before construction commences building component.Applicability ofdesign parameirsand proper N� 2.204 compression web bracing must be installed where shown+ incorporation of component's the responsibility of the building designer. �/) `7) '1 4 t 2S _k_ 3.Additional temporary bracing to In stability during construction 2.Design nd M la the los and bottom chords to be laterally braced al V e.,..-.- .. is the responsibility of the erector.Adtl Ibnel permanent bracing of 2 o c./sand at f 0 o n.such as ply unless braced throughout r dry length by a��a, { continuous sheathing such as plywood sheath &and/or drywell(SC). $F f I L.. DATE: 11/2/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown 4.+ SE K 15 0 4 8 91 4.No Toed should be applied to any component until after all bracing end 4.Installation of truss Is the responsibility of the respeaNe contractor. Q• fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID: LINK design roads be applied to any component and are for"dry conddlarii of use. 5.CompuTrus has no control over and assumes no responsibility Br the a nDecesse ssumes full bearing at all supports shown.shim or wedge if EXPIRES: 12/31 f2015- sponsi y ry,. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. November 3,201 5 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of trues,and placed so their center TPIIWTCA In SCSI,copies of which 0411 be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Inc.ICompSTms Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 3.3" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2556) 700 1-10=1-550)550 2151 10- 2=( I) 264 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND; 2- 3=(-2093) 676 10-11=(-551) 2148 2-11=(-962) 176 3- 4=( 0) 0 11-12=(-479) 1846 11- 3=(-128) 566 2x4 DF STAND A LOADING 3- 5=(-1739) 643 12-13=(-582) 2252 11- 5=(-242) 157 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 7=(-1755) 649 13- 9=(-580) 2255 5-12=1-208) 146 TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 0 7-12=(-133) 577 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-2067) 683 12- 8=(-558) 200 8- 9=(-2642) 721 8-13=( 0) 275 LL = 25 PIF Ground Snow (Pg) NOTE: 2x4 BRACING AT 24"OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -263/ 1481V -141/ 141H 5.50" 2.37 KDDF ( 625) 35'- 3.3" -259/ 1481V 0/ OH 5.50" 2.37 KDDF ( 625) ** For hanger specs. - See approved plans 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 = -0.121" @ 17'- 5.2" Allowed = 1.718" MAX TL CREEP DEFL = -0.244" @ 17'- 5.2" Allowed = 2.290" MAX HORIZ. LL DEFL = 0.055" @ 34'- 9.7" MAX HORIZ. TL DEFL = 0.092" @ 34'- 9.7" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, cat.2, Exp.e, MWFRS)Dir), 15-06-15 3-08-10 15-11-11 f f f f load duration factor=1.6, 6-10-08 6-05-04 2-03-0.1-10-015-10-O2-03-03 6-05-04 7-03-04 Truss designed for wind loads f f ,f f f fin the plane of the truss only. 13-07-04 14-00 1 f 4 6 '( f 12 M-4x6 M-3x4 M-4x6 12 6.00 3 5 Q 6.00 w M-3x4 M-3x4 2 M-5x6 oA 1 ** iD 11 `4 12 13 9 1 M-1.5x3 M-3x8 M-3x8 M-1.5x3 M-3x6 1 o M-3x5(5) J' y y C^ 6-08-12 6-05-09 8-06-08 y 6-05-09 y 7-01-08 y • •Nov P R Q��s• y y y 15-03-04 20-00 y _ GIN��R ;P./� 35-03-04 yQ,/" p9 /^{ A-- JOB NAME : 5017-B POLYGON - D6 Scale: 0.1722 j- WARNINGS: GENERAL NOTES, unless otherwise noted: .y°„ 11+ Truss D6 1.Builder and erection contactor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual • 'y ©REGON Z and Warnings before construction commences Wieling component Applicability of design parameters and proper ft 2.2a4 compression web bracing must be Installed where shown+ incorporation of component Is the responsibility of the building designer. 1' ©�� � 3.Additional temporary bracing to insure stability during conslruG on 2 Design assumes the top and bottom chords to be laterally braced at �© �( is the responsibility of the erector.Additional permanent bracing of 2oc and at l8 Ac.reepectrvety unless braced throughout(heir length by a- � '- DATE: 11/2/2015 the overall structure is the responsibility altos building designer. continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). it 3.2x Impact bridging or lateral bracing required where shown*e• �' SEQ.: K15 0 4 8 9 2 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are in be used In a noncorrosive environment, TRANS I D: LINK design mads be applied to any component. and are or dry conditionof use. 5.CompuTrus has no control over and assumes no responsibility for the enDecesseassumas full bee dog et all supports shown.Shim or wedge if EXPIRES:-12/31/2015- fabrication,handling,shipment and installation of components. ry' 1 7.Designassumes adequateoadrainageecIo prud. and 3,2015 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIM/TCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center Anes. MiTek USA,Inc./Com uTrus Software 7.6.6 - S.Digits indicate size of plate In Inches. 1 LE P ( ) ie.Far basic connector plate design values see ESR-1311,ESR-1g88(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 3.3" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2510) 544 1- 9=(-406) 2134 2- 9=(-181) 184 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2291) 518 9-10=(-271) 1845 9- 3=( -17) 404 3- 4=(-1661) 457 10-11=(-289) 1867 3-10=(-644) 239 WEBS: 2x4 KDDF STAND; 2x4 DF STAND A LOADING 9- 5=(-1661) 499 11- 7=(-922) 2227 10- 9=(-237) 1 089 Lb( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2363) 508 10- 5=(-685) 247 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSI 6- 7-(-2613) 537 5-11=( -14) 468 BC LATERAL SUPPORT <= 12"OC. 130N. TOTAL LOAD = 42.0 PSF 7- 8-( 0) 76 11- 6=(-267) 184 OVERHANGS: 0.0" 18.0" LL = 25 PSF Ground Snow (Pg) 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(S) SPECIFIED BY IBC 2012. 0'- 0.0" -205/ 1481V -199/ 189H 5.50" 2.37 KDDF ( 625) ** For hanger specs. - See approved plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 35'- 3.3" -269/ 1659V 0/ OH 5.50" 2.65 KDDF ( 625) ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=1/240, TL=L/181 MAX LL DEFL = -0.119" @ 17'- 5.2" Allowed - 1.718" MAX TL CREEP DEFL = -0.241" @ 17'- 5.2" Allowed = 2.290" MAX LL DEFL = 0.013" @ 36'- 9.3" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ 36'- 9.3" Allowed = 0.200" MAX HORIZ. LL DEFL = 0.053" @ 34'- 9.7" MAX HORIE. TL DEFL = 0.088" @ 34'- 9.7" I. 17-10 Design conforms to main windforce-resisting 17-05-04 i system and components and cladding criteria. 5-10-05 5-08-09 15-1,0-05 5-10-05 5-08-09 6-03-01 Wind: 140 mph, h=23.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, / ` f 'I 12 f (lAll durations) fEnclosed, Cat.2, Exp.B, MWFRS(Dir), .6, 12 M-4x6Truss designed for wind loads 6.00 -' :16.00 in the plane of the truss only. 4.0" 4 144' . . 5x6(5) 3.1" M-3x4 0.225" 3 5 r� NII +8 M-1.5x3 6M-1.5x3 �.., .-F t. rt rn o 1 1-o A tl _ - vl, o 1** 9 e10 , 11 w 7 B o io : 4-4x4 M-3x4 0.25" M-3x4 M-3x6 10 r M-5x8(5) . -,c,, p PROF.e. • b b y y l rCSt\0I N E.4n 1 8-09-08 8-07-12� 8-07-12 9-02-04 y yV 'T +,� y 35-03-04 1-06 :cC 8'J200f • .r.. JOB NAME : 5017-B POLYGON - D7 Scale: 0.1800 � .. WARNINGS: GENERAL NOTES, unless otherwise noted: 1! 'OREGON ja . 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual OT-yEU IV -Ix, Lzz Truss: D7 and Warnings before consttuohon coinmences. building component Applicability of design parameters and proper V ^\ z.204 compression web bracing mus tel Installed where shown. incorporation of component s me responsibility of building designer. f� '�Y ,� �0�.. ••4 at 3.Additional temporary bracing to insure lability during construction 2.Design at 1 assumes the top and bottom chobe laterally braceden f./ is the responsibility of the erector.Atl Itbnal permanent bracing of 2 oh.and ate o.c respectsely unless braced throughout their length by ". p ty p continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 14111+IriL DATE: 11/2/2015 the overall structure is the responsibiily of the building designer. 3.2x Impact bridging or lateral bracing required where shown e n SE K15 0 4 8 9 3 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 4•: fasteners are complete and al no time should any bads greater than s.Design assumes trusses are to be used In a noncorrosive environment deign loads be applied to dry component. and are for"dry condition"of use. TRANS ID: LINK oneamesnoreaponl ey 8.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2015 5.CompuTrus has no control over and bit' for the necessary. fabvcatlon,handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. November 3,201 5 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPOWTCA in 0181.copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,Ina/CompllTtus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 HOOF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2-10=(-372) 2268 3-10=(-270) 187 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2645) 531 10-11=(-259) 1899 10- 4=( -18) 475 WEBS: 2x4 KDDF STAND 3- 4=1-2397) 503 11-12=1-281) 1889 4-11=1-679) 246 LOADING 4- 5=(-1694) 953 12- 8=1-416) 2256 11- 5=(-237) 1125 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1694) 453 11- 6=(-680) 296 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2397) 503 6-12=( -18) 475 TOTAL LOAD = 42.0 PSF 7- 8=1-2645) 531 12- 7=(-270) 187 OVERHANGS: 18.0" 18.0" 8- 9=( 0) 76 LL = 25 PSF Ground Snow (Pg) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED ERG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -293/ 1669V -205/ 205H 5.50" 2.67 KDDF ( 625) 35'- 8.0" -293/ 1669V 0/ OH 5.50" 2.67 KDDF ( 625) ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.127" @ 17'- 10.0" Allowed = 1.738" MAX TL CREEP DEFL = -0.257" @ 17'- 10.0" Allowed = 2.317" MAX LL DEFL = 0.013" @ 37'- 2.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ 37'- 2.0" Allowed = 0.200" MAX HORIZ. LL DEFL = 0.055" @ 35'- 2.5" MAX HORIZ. TL DEFL = 0.092" @ 35'- 2.5" 17-10 17-10 T f T Design conforms to main windforce-resisting 6-03-10 5-09-03 5-09-03 5-09-03 5-09-03 6-03-10 system and components and cladding criteria. T T T T T . T 12 12 Wind: 140 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 'M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 load duration factor=1.6, 4.0" Truss designed for wind loads 5 'fn( in the plane of the truss only. M-5x6(5) ! M-5x6(5) 3. 0.25" 0.25" 9 6 M-1.5x3 +IIAM-1.5x3 3 .+ / ro "t 0 o of 1 2 M-3x6 M-3x4 l� lb•25" M-3x4 M-3x6+e PR �y/� • o M-5x8(S) • • �`� r"ROPCt • J, y 9-02-04 y 8-07-12 y 8-07-12 y 9-02-04 1 C?.� a'N�,� _1, 1-06 35-08 1-06 ,�- • 2 ! ®. • JOB NAME : 5017-B POLYGON - D8 • _� Scale: 0.1680 WARNINGS: GENERAL NOTES, unless otherwise noted: (� . . . . W�_ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon Me parameters shown and's for an individual Truss: D8 and Warnings before construction commences. building component Applicability of design parameters and proper 2.2v4 compression web bracing must be Installed where shown k. Incorporation of component's the responsibility of the building designer. iq' �� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords obelaterelly braced at © `': © �`'.': Is the responsibility of the erector.Additional permanent bracing of 2 oc.and at 10 o.c.respedsly unless braced throughout their length by 11 DATE: 11/2/2015 the overall structure lathe responsibility the boldo designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). . 11 1-L. J ofg g 3.20 Impact bridging or lateral bracing required where shown++ - SEQ.: Ki5 0 4 8 9 4 4.No load should be applied to any component until after all bracing and 4.Installation of truss is Me responsibiBty of the respectNe contractor. fasteners are complete and at no time should any mads greater Man 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID: LINK design mads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at at supports shown.Shim or wedge if EXPIRES: 12/31/2015 necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. November 3,2015 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be boated on both faces of buss,and placed so their center TPIIWFCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Diggs Indicate size of plate in inches. M)Tek USA,Ino./CompaTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTRLOAD DURATION INCREASE = 1.15 1- 2-( 0) 76 2-14=(-1563) 4468 14- 3=( -450) 1450 11-21-(0) 246 BC: 2x4 KDDF #15BTR SPACED 24.0" O.C. 2- 3-(-5078) 1849 14-15=(-1359) 3844 3-15=(-1167) 418 WEBS: 2x4 KDDF STAND 3- 4=(-3049) 1214 15-16-( -981) 2686 15- 4=( -3) 320 LOADING 4- 5=(-2496) 1160 16-18-) -877) 2227 4-16-( -584) 149 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-1717) 622 17-19=( -36) 93 16- 5=( -59) 532 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF 5- 7-( -579) 604 19-20=( -785) 2044 16- 6=( -257) 47 • TOTAL LOAD = 42.0 PSF 6- 8=(-1750) 623 20-21-) -865) 2295 6-18=( -55) 266 7- 9-( -469) 611 21-12=( -863) 2298 17-18=) 0) 81 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL - 25 POE Ground Snow (Pg) 8-10=(-1486) 533 18-19-) -754) 1965 ALL FLAT TOP CHORD AREAS NOT SHEATHED 9-10=( -581) 602 18- 8=( -143) 384 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 10-11=(-2257) 1058 19- 8-( -122) 163 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 11-12=(-2692) 1039 8-20-) -323) 89 OVERHANGS: 18.0" 18.0" 12-13=( 0) 76 10-20-) 0) 475 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 20-11-) -432) 82 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-1.5x4 or equal at non-structural 0'- 0.0" -479/ 1669V -178/ 178H 5.50" 2.67 KDDF ( 625) vertical members (uon). 35'- 8.0" -479/ 1669V 0/ OH 5.50" 2.67 KDDF ( 625) Unbalanced live loads have been considered for this design. no For hanger specs. - See approved plans 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 = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" • MAX LL DEFL = 0.196" @ 13'- 7.0" Allowed - 1.737" 15-11-11 3-08-10 15-11-11 MAX TL CREEP DEFL= -0.386" @ 13'- 7.0" Allowed = 2.317" f ' 1` f MAX LL DEFL = 0.013" @ 37'- 2.0" Allowed = 0.150" 4-05-12 1-08-12 .(2-11-14�( 4-03-03 6-03-04 MAX TL CREEP DEFL = -0.014" @ 37'- 2.0" Allowed = 0.200" 2-09 4-05-12 2-03-44 0-11-x15 5-05-04 MAX HORIZ. LL DEFL - 0.113" @ 35'- 2.5" A A 1 ' f i if A ' MAX HORIZ. TL DEFL = 0.191" @ 35'- 2.5" 12-00 12-00 T T '1 '1 12 M-4x5 M-3x8 M-4x6 12 Design conforms to main windforce-resisting 6.00 M-3x4 i/ \ f Q 6.0S system and components and cladding criteria. M-4x6 / M-4x6 Wind: 190 mph, h=24.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, h (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), % a e N / load duration factor=1.6, w. End vertical(s) are exposed to wind, M-3X4 ' Truss designed for wind loads q1 M-3x4 in the plane of the truss only. 1 M-3x6 3 o M-3x8 sec` o oin 1 ^�' :aro+ �. Cr1 2 It M-3x9 M-3X8o 1817 19 20 21 •*1`3 c II M-5x8 o M-1.5x3 `'' M-7x8 0.25" M-1.5x3 M-3x6 of o o M-3x4+ M-5x8 a 3.75 M-3x4+ M-5x8(S) 12 y J' y )' y y y y „tiv P R QkE 2-05-08 4-05-12 4-07-08 2-00-04 4-11-10 5-06-10 5-05-04 6-01-08 ` � � l y l l y l � GN E / -• -c."5. e 1-0y-05-08 10-11-12 22-02-12 1-06 pp a��c 35-08 ,�' . 8 OOP-E • r"' JOB NAME : 5017-B POLYGON - D9 �� , _ Scale: 0.1433 /` • WARNINGS: GENERAL NOTES, unless othenNse noted: - .. ,•-OREGON. • w 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown ands for an Individual a,. • Truss: D9 and Warnings before construction commences. building component.Applicability of design parameters and proper s'` 2.2a4 compression web bracing mull be installed where mown�. Incorporatkm of component Is the responsibildy of the building designer. ��t© 1}� 1 A©� �. 3.Additional temporary bracing to insure.stabedy during construction 2.Design assumes the lop and bottom chords to be laterally braced at iF ;r yV,,. is the responsibility or the erector.Additional permanent bracing of Zoc and at 10 o.c.respectsely unless braced throughout their length by {a�/�¢ b �• DATE: 11/2/2015 the overall structure is the responsibility of the buildingdeal continuous sheathing such as plywood sheathing(Tc)and/or drywall(BC). " $R {1 V- p llty designer. 3.2a Impact bridging or lateral bracing required where shown 4.+ n F{- SEQ.: Ki5 0 4 8 9 5 4.No load should be applied to any component until after an bracing and 4.Installation of truss Is the responsibility of the respective contractor. . fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design masa be applied to any component. and are fm-dry condition"of use. TRANS I D: LINK 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes NII bearing at a9 supports shown.Shim or wedge if EXPIRES: 12/3112015 dna ss fabrication,handling,shipment and inel:mleon of components. 7.Design assumes adequate drainage is provided. November 3,2015 5.This design is mmished subject to the limitations set forth by e.Plates shall be located on both faces of truss,and placed so their center TPI1WFCA In BCSI,copies of which 0.111 be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate ode of plate In Inches. MiTek USA,Ino./CompuTrus Software 7.6.7(10-E 10.For basic connector plate design values see ESR-1311,E5R-1955(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- B.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #166TR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2-19=(-1052) 4460 14- 3=( -291) 1448 20-11=(-409) 192 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-5070) 1279 14-15=( -917) 3837 3-15=(-1153) 311 11-21=) 0) 296 WEBS: 2x9 KDDF STAND 3- 4-(-3053) B39 15-16=( -628) 2692 15- 9=( 0) 319 LOADING 4- 5-(-2489) 781 16-18=( -577) 2335 9-16=( -609) 171 TC LATERAL SUPPORT <= 12"0C. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2163) 728 17-19=( -27) 102 16- 5-) -298) 894 BC LATERAL SUPPORT <= 12"0C. DON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=( 0) 0 19-20=( -566) 2249 16- 6=( -999) 219 TOTAL LOAD = 42.0 PSF 6- 8=(-2329) 790 20-21=( -599) 2303 6-18=( -27) 250 8-10=(-1933) 677 21-12=( -597) 2306 17-18=( 0) 81 NOTE: 2x9 BRACING AT 29"OC DON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 0 18-19-) -593) 2157 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-2297) 718 18- 8=( -59) 178 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=(-2699) 732 19- 8-) -147) 150 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12-13=( 0) 76 8-20=( -453) 166 OVERHANGS: 18.0" 18.0" 10-20=( -113) 647 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0), For hanger specs. - See approved plans 0'- 0.0" -340/ 1669V -138/ 138H 5.50" 2.67 KDDF ( 625) 35'- 8.0" -390/ 1669V 0/ OH 5.50" 2.67 KDDF ( 625) ICONS. 2: Design checked for net(-5 psf) uplift at 29 "so spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.019" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.203" @ 13'- 7.0" Allowed = 1.737" MAX TL CREEP DEFL = -0.410" @ 13'- 7.0" Allowed = 2.317" MAX LL DEFL = 0.013" @ 37'- 2.0" Allowed = 0.150" 0-066-07 MAX TL CREEP DEFL = -0.019" @ 37'- 2.0" Allowed - 0.200" MAX HORIZ. LL DEFL = 0.116" @ 35'- 2.5" 13-11-11 7-08-10 13-11-11 MAX HORIZ. TL DEFL = 0.199" @ 35'- 2.5" 2-09 4-05-12 4-05-12 1-08-12f 4-08-11 2-11-152-03-03 5-05-04 6-03-04 T T T f TT T T f T T Design conforms to main windforce-resisting 12-00 12-00 f fsystem and components and cladding criteria. 12 M-3 x4 9 12 Wind: 140 mph, h=24.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 17 M-4x6 5 M-3x8 M-4X6 -S:)6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6 g 0 load duration factor=1.6, + End vertical(s) are exposed to wind, Truss designed for wind loads M-3x4 in the plane of the truss only. 4 M-3x4 1 M-3x6 3 rn o M-3x8 - ._�. ,,,M7'14 15 • 18, '-01%4 0 1 M-3x4 M-3x80 17 19 20 21 n3 io M-5x8 o M-1.5x3 `"' M-7x8 0.25" M-1.5x3 M-3x6 M-3x4+ M-5x8 0 a 3.75 M-3x4+ M-5x8(S) 12 y y y y y y y yED PROFes*. l y OS-0� 4-05-12 4-07-08 2-00-04 4-11-10 5-06-10 5-05-09 6-01-08 1-0E-05-08 10-11-12 22-02-12 1-06 c,�� "e GINEF� 1� b * f��9 p y 35-06 019 00 E JOB NAME : 5017-B POLYGON - D10 • Scale: 0.1433 , fdili j WARNINGS: GENERAL NOTES, unless otherwise noted: MP ,Cr Truss D10 1.Bu:ldenanderect:on cantreoto,should be eduisad atoll General Notes This design is based ontyupon the parameters shown and Isfor an individual ' ' ©RECON to• and Warnings before construction commences. building component Applicability of design paremetens and proper Imo ` 2.2x4 compression web bracing must be installed where shown+, Incorporation of component Is the responsibility of the building designer. � 9'lI G�� `� 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chards to be laterally braced at _77 F '1-•tt is the responsibility of the erector.Additional permanent bracing of 2'o c.and at 10'o c respectively unless braced Throughout their length by Y DATE: 11/2/2015 the overall structure is the responsibility of the building designer. continuous sheathing or such as plywood aired ing e shown dryv211(BC) �^'�s.�. �� 3 2x Impact bridging or laleralbrec ng required where shown+* `(� SEQ. : K15 0 4 8 9 6 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no gme should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are ton'dry canditon'of use. 5.CompuTrus has no control over and assumes no responsibility for the 8 oecegssaassumes NII bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2015- fabrication,handling.shipment and Installation of components. 7. ry. Design assumes adequate drainage is provided. November 3,2015 8.This furnished design is subject to the limitations set forth by 8.Plates shall be located ft cated on both faces of truss,and placed so their center TPII VTCA In BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate size of plate in inches. MTek USA,Inc./CompuTnus Software 7.6.7(1 L)-E t0.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 35'- B.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KEEP #168TR LOAD DURATION INCREASE = 1.15 1- 2=( O) 76 2-11=(-969) 9961 11- 3=( -265) 1998 16- 7=(-147) 150 BC: 204 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-5071) 1108 11-12=(-846) 3838 3-12=(-1154) 306 7-17=(-452) 128 • 3- 4=(-3059) 694 12-13=(-544) 2693 12- 4=) 0) 319 8-17=(-116) 649 WEBS: 2x9 KDDF STAND • LOADING 9- 5=(-2490) 628 13-15=(-924) 2336 9-13=( -609) 190 17- 9=(-417) 162 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE 5- 6=(-2164) 598 14-16=( -20) 102 13- 5=( -199) 894 9-18=( O) 246 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2330) 638 16-17=(-408) 2245 13- 6=( -506) 170 TOTAL LOAD = 42.0 PSF 7- 8=(-1935) 593 17-18=(-968) 2308 6-15=( -18) 239 8- 9=(-2299) 568 18-10=(-966) 2311 14-15=) 0) 81 NOTE: 2x9 BRACING AT 29"0C UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2703) 593 15-16=( -391) 2158 15- 7=( -35) 159 ALL FLAT TOP CHORD AREAS NOT SHEATHED RIQITRD STORAGE DOES NOT APPLY DUE TO THE BEANIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -270/ 1675V -125/ 1398 5.50" 2.68 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 35'- 8.0" -204/ 1498V 0/ OH 5.50" 2.40 KDDF ( 625) *+' For hanger specs. - See approved plans ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" • MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed - 0.200" MAX LL DEFL = -0.203" @ 13'- 7.0" Allowed = 1.737" MAX TL CREEP DEFL = -0.410" @ 13'- 7.0" Allowed = 2.317" MAX HORIZ. LL DEFL = 0.116" @ 35'- 2.5" MAX HORIZ. TL DEFL = 0.194" @ 35'- 2.5" Design conforms to mlwindforce-resisting '.. system and components and cladding criteria. • Wind: 190 mph, h=23.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, • (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dirt, load duration factor=l.6, • 11-11-11 • 11-08-10 11-11-11• End vertical(s) are exposed to wind, j . T � Truss designed for wind loads 2-07- 04 4-05-12 4-05-1$ 2-00-04 5-01-06 5-04-14 5-05-04 6-01-08 in the plane of the truss only. 4 T 4 t q '( '( f q 1 12I 12 6.00 D M}4x68 M-3x4 M-3x8 M-4x6 Q6.00 f 6 M-3x4 M-3x4 0 1 o M-3x6 1 r1 M-3x8 r _ -' . _. ` _ 03 O ea a „fit 12 1!?.._ 15:M1,.... .---5-'.-": 4 Wh fo M-5x6 M-3x4 M-3x8'.0 14 16 17 18 *10 cd i o M-3x4+ 'i '"' 0.25" M-1.5x3 M-3x6 too M-1.5x3 M-7x8 o tI o M-3x4+ M-5x8(S) - 1 3.75 M-5x8 • • 12 ( NOF . . y ,1 y ; 3, k ), y . s Jk 2-07-044-05-12 4-05-12 2-00-04 5-01-06 5-04-14 5-05-04 6-01-08 c - i0 b l 1-062-05-08 10-11-12 22-02-12• y p.GGVL pL 35-08 • • • ./ JOB NAME : 5017-B POLYGON- D11 .. 4P Scale: 0.1593 _-* . ,--I. L WARNINGS: GENERAL NOTES, unless otherwise noted: � ' . 1.Builder and erection contractor sh Id be advised of all General Notes 1.This design Is based only upon the parameters shown ands for anindividual 4 �_ ©.. Truss: D 11 and Warnings before construction M es. building component.Applicability of design parameters and proper ,. 2.2a4 compression web bracing must d installed where shown e. incarceration or component Is the responsibility of the building designer. j�l,//a...... 3.Additional temporary bracing to haunt+stability during construction 2.Design assumes the top and bottom chords to be laterally braced at '` F:PFT [ �, 2'c.c.and a,10 o.c.reapeeNely unless braced throughout their length by rl 1 ii k'' the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 11/3/2015 the overall structure is the responsibilly of the building designer. 3.2x Impact bodging or lateral bracing required where shown++ SE K15 0 4 8 9 7 4.No load should be applied to any component until after all bracing and 4.Installation or truss is the responsibility of the respective contractor. 4• fasteners are complete and at no time should any mads greater than 5.Design assumes trusses area be used In a non-corrosive environment, XPL. 1 2/31 1201 5 TRANS ID: LINK design mads be applied to any component. and are assor umes sung bearing use. 5.Compurrushas nocontrol over and assumes noresponsibillryfor the 6.neecessass es lullbearingatallsuppotlashown.sNmorwedgeg November 3,2015 naryum fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 5.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 TN/YWCA in SCSI,copies of which 011 be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate sae of plate in inches. MiTek USA,InciCOmpuTfus Software o7.6.6-SP2(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1008(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 204 KEEP #1613TR LOAD DURATION INCREASE = 1.15 BC: 2x9 REEF #16BTR 2- 3=( 0) 76 3-14=(-1155) 3970 13- 3=( -374) 1952 19-11=(-118) 131 SPACED 29.0" O.C. 2- 3=(-5185) 1510 13-14=(-1159) 3990 3-19=(-1241) 956 19-11= -18 131 WEBS: 2x9 KDDF STAND; 3- 9=(-3059) 900 14-16=(-1037) 3871 19- 4=( -164) 995 ( ) 2x9 KDDF #16BTR A LOADING 4- 5=( O) 0 15-17=( -51) 192 19- 6=(-1329) 411 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2713) 899 17-18=) -873) 3925 6-16=( O) 286 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3843) 1172 18-19=( -812) 3060 15-16=( 0) 79 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=1-3088) 958 19-12=( -657) 2262 16-17=( -821) 3247 8-10=(-2235) 709 16- 7=( -185) 502 LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 0 17- 7=( -299) 171 NOTE: 2x4 BRACING AT 29"OC UON. FOR 10-11=(-2550) 760 7-18=( -936) 80 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=(-2658) 801 18- 8=( -5) 351 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 8-19=(-1065) 328 OVERHANGS: 18.0" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -306/ 1675V -82/ 91H 5.50" 2.68 KDDF ( 625) ** For hanger specs. - See approved plans 35'- 8.0" -293/ 1498V 0/ OH 5.50" 2.40 KDDF ( 625) !COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.312" @ 13'- 7.0" Allowed = 1.737" MAX TL CREEP DEFL = -0.626" @ 13'- 7.0" Allowed = 2.317" MAX HORIZ. LL DEFL = 0.140" @ 35'- 2.5" MAX HORIZ. TL DEFL = 0.232" @ 35'- 2.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, 9-11-11 15-08-10 9-11-11 f ` Truss designed for wind loads 2-07-04 4-11-08 2-04-15 3-07-05 5-01-04 4-08-08 2-03-0°11-04-15 3-07 3-11-12 in the plane of the truss only. T T T T T T T T T T T 12 12 6.00 D M-5x6 M-5x8(5) M-4x6 Q6.00 9 M-3x5 0.25" M-3x4 6 7 8 0 o a, + M-1.5x3 o M-3x8 1 v, m M-3x10 .. o o ,...00_,P1, _.:5i - 5:70/:,"". A rn rn o j1� rn 113 M-6x8 14 ro 16: -= _ o Ioo M-3x4+ M 15 17 113 19 **12 IM-3x4+ ,1,M-1.5x3 M-3x10 0.25" M-3x8 M-3x6 l o .. 3.75 M-5x10 M-5x6(S) 12 J. J. J. J. y J, y Q",E. PR:QF� S y y-07-0 y 4-11-08 6-00-04 y 5-01-04 4-08-08 4-08-08 7-06-12 y ."'��� GII N 'C�/ 1-062-05-08 10-11-12 22-02-12 �3 t*�`"E - r 35-08 y Q �G00r E JOB NAME : 5017-B POLYGON - D12 _ Scale: 0.1597 7-'''W: !:P:°::111.'; WARNINGS: GENERAL NOTES, unless otherwise noted RG _(1.Builder and ereclon contractor should be adv sed of all General Notes t Th s design is based only upon the parameters shown and la for en indNidual ~ `\Truss: D12 and Wamm before construction commences boldintis g component.psne ceblllry or des el parametere and proper2.204 compression web bracing must be Installed where shown+. DesIgnincorporaton of component b the responelbllity of the bund ng des goer. 3.Additional tempo say bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at '�� is the responsibility of the erector.Additional permanent bracing of 2oc.and at 10.o.c.respectively unless braced throughout their length by DATE: 11/3/2015 the overall structure iamares responsibility 2.t Icontinumpact sheathinggingor such as plywood hired here s een a a ywall(BC). p y of Me building designer. 3.201mpact bridging is th lateral bracing required where shown a a S E K 15 0 4 S 9 8 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility 4 fasteners are complete and at no time should anyloads pone ty oI the respedos contractor.nviron p greater Than 5.Design assumes trusses are to be used In anon-corrosive environment, TRANS ID: LINK beaignloetlabeappetltoanyaamponem. and arefor"diycondition"ofuse. EXPIRES: 12/31/2015 5.CompuTrus has no control over end assumes no responsibility for the fi.n Desiassumes lull bearing at all supports shown.Shim or wedge if fabdcetkn,handling,shipment and Installation of components. miry. November 3,2015 6.This design Is famished subject to the limitations set forth b 7.Design assumes adequate drainage is provided. y 8.Plates shall be located on both faces of truss,and placed so their center TPWJfCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center litres. MTek USA,Inc./Com uTrus Software+ 9.Digits indicate size of plate in inches. p7.6.6_SP2(1 L}E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 204 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2-11=(-1130) 4578 11- 3=( -314) 1482 16- 7=( -11) 351 BC: 2x4 KDDF #16BTRSPACED 24.0" O.C. 2- 3=(-5185) 1273 11-12=1 -986) 3940 3-12-(-1241) 452 7-17=(-1065) 286 WEBS: 2x9 KDDF STAND; 3- 4=(-3059) 710 12-14=1 -826) 3871 12- 4=( -138) 945 B-17=1 -152) 817 204 KDDF #1&BTR A LOADING 4- 5=1-2713) 685 13-15-1 -42) 192 12- 5=1-1329) 367 17- 9=( -21) 131 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE 5- 6=1-3843) 963 15-16=( -711) 3425 5-14=1 0) 286 TC LATERAL SUPPORT <- 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1-3088) 788 16-17=1 -641) 3060 13-14=1 0) 79 BC LATERAL SUPPORT <- 12"0C. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-2235) 573 17-10=1 -542) 2262 14-15=1 -668) 3247 8- 9-(-2550) 608 14- 6=( -130) 502 LL - 25 PSF Ground Snow (Pg) 9-10-(-2658) 659 15- 6=( -294) 161 6-16-( -436) 89 H NOTE: 209 OPACIOR AT E4SOTOS. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED RIMIIRD STORAGE DOES 012 APPLY DUE TO THE BEINIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OCATIOG MAX VERT MAX TIOZ SIG REQUIRED SPE AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 0'- 0.0" -241/ 1675V -82/ 90H 5.50" 2.68 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 35'- 8.0" -178/ 1498V 0/ OH 5.50" 2.40 KDDF ( 625) ** For hanger specs. - See approved plans ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL - 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL - -0.014" @ -1'- 6.0" Allowed= 0.200" MAX LL DEFL = -0.312" @ 13'- 7.0" Allowed= 1.737" MAX TL CREEP DEFL = -0.626" @ 13'- 7.0" Allowed = 2.317" MAX HORIZ. LL DEFL = 0.140" @ 35'- 2.5" MAX HORIZ. TL DEFL - 0.232" @ 35'- 2.5" 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, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 7-11-11 19-08-10 7-11-11 f '1 2- 07-04 4-11-08 6-010-04 5-01-04 4-08-08 4-08-08 3-07 3-11-12 T T T T T 'I T ' T 12 12 M-5x8(S) 6.00 D M-5x6M-3x5 0.25" M-3x9 M-4x6 Q 6.00 • f y v N,,,N, M-1.5x3 i M-3x8 o M-3x10 / A o 4. o t i� 11 M-6x8 M-3x8 14_ - _ �. ' O 13 15 16 17 * 10 o M-3x4+ I M-1.5x3 M-3x10 0.25" M-3x8 M-3x6 0 o M-3x4+ a 3.75 o M-5x10 M-5x6(5) o /�f(+ 12 _,:e.. , ir.C3VD PRQF�s • 1 l 1 b , , 1 , . - GINS S/. 2-07-04 4-11-08 6-00-04 5-01-04 4-08-08 4-08-08 7-06-12 y - * , 1-06,-05-08 10-11-12 22-02-12 y Ir. _ 892OO P E 35-08 . , t3' GV f JOB NAME : 5017-B POLYGON - - D13 .�� �y Scale: 0.1618 -'� ''+L. WARNINGS: GENERALNOTES, unlessotherwisenoted: ��Ef$/�OREGON . A,• 1.Builder and erect) contractor hook be advised of all General Notes 1.This design a based only upon the parameters shown and Is for an IndNldual �Q "�'je" ! 00� Truss: D 13 and Warnings before const:* commences building component Applicability of design parameters and proper YF it /d� 2.2x4 compression web bracing,meth.Installed where shown 4. ncorporatlon of component Is the responsibility of the building designer. ,}///...... V�. 3.Additional temporary bracing kr insure sNblily during construction 2.Design assumes the lop and bottom chords to be laterally braced at '-:F/-f:?-R.I{ V. V is the res onslbil f the erector.Addo:enel t bracing t 7 00.and at 10o.c.aspect ply unless braced throughout their length by `1� {� p ty o permanen g o continuous sheathing such as plywood sheathing(TC)end/or drywall(BC). DATE: 11/3/2015 the overall structure is the responsibility of the building designer. 3.24 Impact bridging or lateral bracing required where shown 0 REQ.: K1504899 4.No lead sheald be applied a any aenipserentantAaneranbrecineantl 4.5. allatiosoftrutrusseesereis the tobebuksedInty of the respedNe anon-conuslveenr environment, fasteners are complete and at no time should any loads greater than Design assumes e. EXPIRES-. 12/31(2015 TRANS I D' LINK design load.be applied to any component. Design d gassumfor econdition.' nOI Se ring at M 8. esary.mesfullbearingalallsupports shown.SMmorwedge it November 3,2015 E.CompuTrus has no control over and assumes no responsibility for the sore. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPIIWTCA in SCSI,copies olwhlch Will be furnished upon request. lines coincide 0th joint center lines. EL Digits Indicate size of plate in inches. MiTek USA,Ino./CompuTtus Software+7.6.6SP2(1 L)-E 1e.For basic connector plate design values see ESR-1311,ESR-t988(Mack) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 35-08-00 MONO HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 254 KDDF #1613TR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 76 2-11=(-3174) 8910 11- 3=) -932) 2860 16- 7-) -862) 584 BC: 2x9 KDDF #16BTR 2- 3=(-10108) 3486 11-12=(-2756) 7674 3-12=(-1188) 314 7-17=(-1428) 572 WEBS: 2x4 KDDF STAND; LOADING 3- 4=( -7138) 2664 12-13=(-3776) 9582 12- 4=( -746) 2224 17- 8-) -126) 854 2x9 KDDF #1&BTR A LL = 25 PSF Ground Snow (Pg) 4- 5=( -6370) 2414 13-15=(-4672) 11628 12- 5=(-3670) 1600 8-18-(-3398) 1412 TC UNIF LL( 50.0)+DL( 14.0)- 64.0 PLF 0'- 0.0" TO 6'- 0.0" V 5- 6=( -9748) 3868 14-16=( -378) 936 5-13=( -364) 1214 18- 9-) -492) 1812 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 35'- 8.0" V 6- 7-(-11386) 4628 16-17=(-3882) 9624 13- 6=(-2170) 996 9-19=(-5682) 2354 BC LATERAL SUPPORT <= 12"01. UON. BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 35'- 8.0" V 7- 8-) -8346) 3438 17-18=(-3356) 6254 6-15=( -74) 504 19-10=) -300) 220 8- 9=( -5230) 2168 18-19=(-2068) 5038 14-15=( 0) 118 TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" 9-10=( -44) 46 15-16=(-3500) 8708 NOTE: 2x4 BRACING AT 24"OC UON. FOR 15- 7=( -778) 1954 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -1054/ 3101V -53/ 117H 5.50" 4.96 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 35'- 8.0" -1238/ 3004V 0/ OH 5.50" 4.81 KDDF ( 625) ** For hanger specs. - See approved plans ( 2 ) complete trusses required. Attach 2 ply with 3"0.131 DIA GUN 'COND. 2: Design checked for net(-5 psf) uplift at 24 "on spacing. nails staggered: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" no cc in 1 row(s) throughout 2x9 top chords, MAX LL DEFL = 0.003" @ -1'- 6.0" Allowed = 0.150" 9" oc in 1 row(s) throughout 2x4 bottom chords, MAX TL CREEP DEFL = -0.003" @ -1'- 6.0" Allowed = 0.200" 9" oc in 1 row(s) throughout 2x4 webs. MAX LL DEFL = 0.565" @ 13'- 7.0" Allowed = 1.737" MAX TL CREEP DEFL - -1.067" @ 13'- 7.0" Allowed = 2.317" MAX HORIZ. LL DEFL - -0.179" @ 35'- 4.5" MAX HORIZ. TL DEFL = 0.286" @ 35'- 4.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 5-11-11 .( 29-08-05 2-07-C2411-089-00-02 4-00-02 5-01-04 5-07-05 5-07-05 5-09-01 f 1' 4320# ' 1' T 1' ,r T 12 6.00 M-5x8(0) M-5x8 0.25" M-3x6 M-3x6 M-3x4 y M-3x6 M-3x8 M-1.5x3 o M-3x8 /� o 0 0 o i I� .�.--� \ o M o a ".f h_5x 812 M-3,1i r I-�"�= = �` I of M-3x4+ . M-10 x3 M-4980 17 M-3&6 M-3x89 rn 0 o M-3x4+ 0.25" M-3x10 M-7x12 - a 3.75 M16HS-5x16(S) Ykc^ PRO .- -e 12 V Stsi - 1 b l l J' l . l y y 2-07-M411-084-00-02 4-00-02y 5-01-04 5-07-05 5-07-05 5-09-01 ,1" � GIN.4� 1-Q6Q�05-08 10-11-12 22-02-12 y -4:-9200-PE 35-08 - j::' i 1011 JOB NAME : 5017-B POLYGON - D14 - Scale: 0.1099 j'� j� * yt WARNINGS: GENERAL NOTES, unless otherwise noted. �J OREGON 4(-/ Truss D14 I.Builder and erection contractor should be advised of all General Notes t.This design is based only upon the parameters shown and Is for an Individual "fig y o�� � and Warnings before construction commences building component.Applicability of design parameters and proper v I t 2.204 compression web bracing must be nstalled where shown+. Incorporation of component is the responslbll8y of the building designer. 3.Additional tem bracing to"sure stability during 2.Design assumes the top and bottom chords to be laterally braced at 144 N"."'' _ temporary g y g construct on 2 o.c.and at 10'o.c.respscisely unless braced throughout their length by """���[[F ,f77' Is the responsibility of the erector.Additional permanent bracing of 2oMlnuous sheathing such as plywood u sheathing(TC)and/or drywall(BC). DATE: 11/3/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ. : El5 0 4 9 0 0 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respectNe contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, and use. -;XPlFi- a 1213112015' TRANS ID: LINK design mads be applied to any component 5.CompuTrushas nocontrol over and assumes noresponsibility for the 8.Design assumes fullbearingetellsupponsshown.Shimorwetlgeil November 3,2015 necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their canter TPIIWTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.MiTek USA,Inn/Com uTrus Software+7.6.6SP21L E I ForDigbs Isdicote ecoplateteaIinches.values P ( � 18. basic connector plate design values see ESR-7317,ES R-1 gee(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 23-09-08 HIP SETBACK 3-10-08 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF #145TR; 23-09-08 GIRDER SUPPORTING 6-00-00 1- 2-(-4685) 1604 1-10=(-1402) 4140 10- 2=( -558) 1745 6-15=(-1734) 687 • 2x6 KDDF #15BTR T2 LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-4140) 1448 10-11-(-2367) 6584 10- 3-(-2827) 1116 15- 7=( -354) 1217 BC: 2x6 KDDF SS 3- 4=(-6816) 2481 11-12=(-3029) 8315 3-11=( -354) 1217 7-16=(-2827) 1116 WEBS: 204 KDDF STAND LOADING 4- 5=(-8431) 3098 12-13-(-3264) 8944 11- 4-(-1734) 687 16- 8=( -558) 1745 LL = 25 PSF Ground Snow (Pg) 5- 6-(-8431) 3098 13-14=(-3264) 8944 4-12=( -122) 606 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LI( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 3'- 10.5" V 6- 7-(-6816) 2481 14-15=(-3029) 8315 12- 5=( -585) 241 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LB( 73.4)+DL( 20.6)= 94.0 PLF 3'- 10.5" TO 19'- 11.0" V 7- 8=(-4140) 1448 15-16=(-2367) 6584 13- 5=( -1) 291 TC UNIF LLQ( 50.0)+DL( 14.0)= 64.0 PLF 19'- 11.0" TO 23'- 9.5" V 8- 9=(-4685) 1604 16- 9=(-1402) 4140 5-14=( -585) 241 BC UNIF 1.4( 0.0)+DL( 29.47= 29.4 PLF 0'- 0.0" TO 23'- 9.5" V 14- 6=( -122) 606 NOTE: 2x4 BRACING AT 24"OC UON. FOR BC UNIF LI,( 50.0)+DL( 34.0)- 84.0 PLF 0'- 0.0" TO 23'- 9.5" V ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TO',CONC LL( 92.8)+HL( 26.0)- 118.8 LBS @ 3'- 10.5" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TO'CONC LL( 92.8)+DL( 26.0)- 118.8 LBS @ 19'- 11.0" 0'- 0.0" -788/ 2469V -28/ 28H 5.50" 3.95 KDDF ( 625) 23'- 9.5" -788/ 2469V 0/ OH 5.50" 3.95 KDDF ( 625) M-3x10 where shown; Jts:l,3,7,9-10,16 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. JT 1, 9: Heel to plate corner - 1.00" oc BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 " spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.374" @ 11'- 10.7" Allowed = 1.144" MAX TL CREEP DEFL = -0.744" @ 11'- 10.7" Allowed = 1.525" MAX HORIZ. LL DEFL = -0.073" @ 23'- 4.0" MAX HORIZ. TL DEFL - 0.122" @ 23'- 4.0" • Design conforms to main indforce-resisting system and components and cladding criteria. Wind: 140 mph, h-21.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cet.2, Exp.S, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed forwind loads in the plane of the truss only. 3-10-03 I 16-01-02 3-10-03 T '( '( T 3-03-04 2-10-08 $-10-08 2-10-08 2-10-08 2-10-08 2-10-08 3-03-04 4 118.808 4 I 4 -Cr 4 'Cr ill'.eo# T 12 12 6.00 (;7". Q 6.00 M-4x10 M-4x10 M-3x6 M-3x8 M-3x6 a a 5 e ui - _ FiYIMLN T2- -y o -t- 0 1- 10 11 12 13 14 15 16 9 0 I M-3x6 M-3x4 0.25" M-3x4 M-3x6 I 0 M18HS-7x14(5) • •y J J J. J, y J, y y Q ED P R QF�c� 3-03-04 2-10-08 2-10-08 2-10-08 2-10-08 2-10-08 2-10-08 3-03-04 _ �� > GiN,E f - 23-09-08 - "C]'JGUQP JOB NAME : 5017-B POLYGON - Cl , :1101111P. •/� Scale: 0.2737 '0 '^a6, WARNINGS: GENERAL NOTES, unlessolherwtsenotetl OREGON 44/ 1.Builder and erect contractor should badvised of all General Notes 1.This design Is based onty upon the parameters shown and Is for an Indhidual � � !�©� �� Truss: C 1 and Warnings beforeconstruction can eftnces building component.Applicability of design parameters and proper /a 1>i.(:._ .- 2.2t4compressor bb bracing must bq'Installed where shown+. incorporation of component is the responsibility Sr the building designer. 3.Addalonal temporary b ingtu Insure llRstabillly during constructor 2 Design assumes the top and bottom chords to be laterally braced at �^ .14.1` �, Is the responsibility ofthe erector.Add lone)permanent f 2'o.c.and at 10' respectively unless braced throughout their length by 1,• p typermanen g° continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 11/3/2015 the overall structure is the responsibilitiy of the building designer. 3.24 Impact bridging or lateral bracing required where Shown e e SEQ.: K15 0 4 9 01 4.No load should be applied to any component until after at bracing and 4.Installation of truss is the responsibility of non-corrosive the respectNe contractor. fasteners are complete and at no See should any mads greater than S.Design assumes trusses are to be used in environment, EXPIRES:- 12/31/2015- TRANS ID• LINK design I as be applied to any componeM. andareas"dryfullbaringion"of ata. 5.CompuTms has no control over and assumes no responsibility for the a scanssa assumes full bearing et all supports shown.Shim or wedge If necessary. November 3,2015 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design Is furnished subject to the limitations sat forth by 8.Plates shall be located on both faces of truss,and placed so their center TP WJ1CA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MITek USA,Ino./CompuTras Software+7,6.6SP2(IL}E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 27-03-00 HIP SETBACK 4-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF SS; 27-03-00 GIRDER SUPPORTING 36-00-00 FROM 7-00-00 TO 27-03-00 1- 2=(-18780) 9974 1-11=( -4305) 16455 11- 2=( -2235) 8652 16- 7=) -1791) 7134 2x6 KDDF SS T2 LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-16455) 4395 11-12-) -6666) 25290 11- 3=(-12621) 3372 7-17=(-10482) 2677 5C: 2x6 DF 2900E 3- 4=(-26625) 7086 12-13=( -9324) 35136 3-12=( -2163) 8739 17- 8=( -2424) 9453 WEBS: 2x9 KDDF #1&BTR LOADING 4- 5=(-35790) 9561 13-19=(-10245) 38592 12- 9=( -9660) 2640 LL = 25 PSF Ground Snow (Pg) 5- 6=(-35589) 9501 14-15=(-10245) 38592 4-13=( -960) 4287 TC LATERAL SUPPORT <= 12"0C. UON. TC UNIP LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 4'- O.OB-V7-)-26232) 6969 15-16=( -9258) 34920 13- 5=( -3150) 873 BC LATERAL SUPPORT <= 12"OC. UON. TC DRIP LL( 75.0)+DL( 21.0)= 96.0 PLF 4'- 0.0" TO 23'- 3.07-V8=(-17811) 4663 16-17=) -6606) 25146 14- 5=) -528) 2640 TC SELF LL( 50.0)+DL( 14.0)= 64.0 PLF 23'- 3.0" TO 27'- 3.08-V9=(-20325) 5313 17- 9=( -9590) 17811 5-15=) -3396) 939 OVERHANGS: 0.0" 18.0" BC UNIF LL( 0.0)+DL( 30.0)= 30.0 PLF 0'- 0.0" TO 27'- 3.09-T0=( 0) 75 15- 6-) -993) 4398 BC UNIF LL( 425.0)+DL( 289.0)= 714.0 PLF 7'- 0.0" TO 27'- 3.0" V 6-16-) -9876) 2700 Tr 9: Heel to plate corner = 2.75" TI CONC LL( 100.0)+DL( 28.0)= 128.0 LBS @ 9'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC CONC LL( 100.0)+DL( 28.0)= 128.0 LBS @ 23'- 3.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) III ( 3 ) complete trusses required. @@ADDL: BC CONC LL+DL= 2933.0 LBS @ 6'- 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -2438/ 9326V -48/ 38W 5.50" 13.92 DF ( 670) Attach 3 ply with 3"x.131 DIA GUN 27'- 3.0" -3011/ 11678V 0/ OH 5.50" 17.43 DF ( 670) nails staggered:9oc in 1 row(s) throughout 2x9 top chords, REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. " 9" oc in 2 row(s) throughout 2x6 top chords, ••• 5" oc in 2 row(s) throughout 2x6 bottom chords, BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP 9" oc in 1 row(s) throughout 2x4 webs. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. !COND. 2: Design checked for net(-5 psf) uplift at 24 "00 spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.463" @ 13'- 7.5" Allowed = 1.317" MAX TL CREEP DEFL = -1.098" @ 13'- 7.5" Allowed = 1.756" MAX LL DEFL = 0.001" @ 28'- 9.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.001" @ 28'- 9.0" Allowed = 0.200" MAX HORIZ. LL DEFL = 0.098" @ 26'- 9.5" MAX HORIZ. TL DEFL = 0.189" @ 26'- 9.5" @@ HANGER TO APPLY CONC. LOAD(S) TO ALL MEMBERS. VERIFY HANGER ADEQUACY PRIOR TO FABRICATION. HANGER BY OTHERS. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(lir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 4-00 19-03 4-00 4-00 1-10-04 3-09-12 3-11-08 3-11-08 3-09-12 1-10-04 4-00 f 4128#' '1 f 1' ' i 128# f 12 12 6.00 M-5x8 M-7x8 ' 6.00 M-6x8 M-3x10 M-3x8 M-3x10 :=M-6x6 2 3 4 5 6 7 8 TL .-6 M-5x12 - � .. �\ M-5x12 _ _ \r] r1 0 P 0 1 11 • 12 13 ' 19 15 16 17 9 O 0 M-5x8d' M-7x8 0.25" M-3x6 M-4x6 M-5x6=M-6x6 1 � �y�9 PpOCA • 0 2933MSHS-9x18(5) o .. C; c+I rNl 4.6> y 1 1 l 1 l 1 y . �� ��� p- y 4-00 2-01-12 3-09-12 3-08 3-08 3-09-12 2-01-12 4-00 ,, ,, pi�*?t•�t� C 27-03 1-06 89200PE t"` JOB NAME : 5017-B POLYGON - El Scale: 0.1553 i WARNINGS: GENERAL NOTES, unless otherwise noted. ''' A,.OREGON L .., 1.Builder and erection contractor should be advised of all General Notes 1 This designs based only upon the parameters shown and is for an Individual °'eCLT 29. -4 �'.I. Truss: El and Warnings before construction commences. building component Applesbiley of design parameters and proper - '1').. '14 F 2.2x4 compression web bracing must be Installed where shown Y. incorporation of component Is the responsibility of the budding designer. C! � .. 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chords to be lateralty braced at is the responsibility of the erector.Additional permanent bracing of 2oc.and sheathing o.c.respective as sly unless braced throughout theirlenglh by .�. {`�'. DATE: 11/3/2015/2 015 continuous such as plywood sheathing(TC)and/or drywall(BC). / the overall structure is the responsibility of the building designer. 3.2e Impact bridging or lateral bracing required where shown•• S E Q.: K 15 0 4 9 0 2 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, and are for ennaieon of use. EXPIRES: 12/3112015 TRANS I D• LINK design mads ba appliea to any component. s.EempuTma has no control over and assumes no re bila for S Design assumes full bearing at all supports shown.Shim or wedge if appeal y wry. November 3,2015 fabdcaaon,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the limitations set lash by 8.Plates shall be located on both faces of truss,and placed so their center TPI/WTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint centerlines. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E B.Digits indicate sloe of plate in Inches. 10.For basic connector plate design values see ESR-1311,ESR-1998(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-4-(0) 0 BC: 2x9 KDDF #1&8TR SPACED 24.0" O.C. 2-3=(-76) 27 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -104/ 905V -7/ 5911 5.50" 0.65 KDDF ( 625) 1'- 10.9" -96/ 52V 0/ OH 1.50" 0.08 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 0.0" 0/ 39V 0/ OH 5.50" 0.05 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" MAX TC PANEL LL DEFL = 0.003" @ 1'- 0.8" Allowed = 0.097" 1-11-11 MAX BC PANEL TL DEFL - 0.006" @ 1'- 9.2" Allowed = 0.200" T • MAX BC PANEL TL DEFL = -0.009" @ 1'- 12.0" Allowed = 0.200" 12 MAX HORR. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 6.00 FP- • Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=2l.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), li 3 -/ load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 o I 0 ti 0 rn of 2 1� 110.--. 14 0 M- x9 1 1-06 14-00 [PROVIDE FULL BEARING;Jts:2,3,4 P co GE$ sl• Ce . y &9200P'E nr."' JOB NAME : 5017-B POLYGON - EJ1 Scale: 0.6861 /461 WARNINGS: GENERAL NOTES, unless otherwise noted: i -©f.- . - y1 1.Builder and(Radon t ctq should be advised a allpneral No les 1 This design is based only upon the parameters shown andle for an I dIvldual _ Fes ,'OREGON�t� .Z1 Truss: EJ1 and Warnings beforeshunt commences. building component Applicability of design parameters and proper 4. V 2.2s4 compression web brae n#mud be oat IIed where shown+ Incorporation of component Is the responsibility of the building designer. I/r e" u 1.4 � -\- 3.Additional temporary bracing Io Insure stability during construction 2,Design assumes the lop and bottom chords to be laterally braced al V Ie the responsibility Ith erector.Addtonal permanent bracing of 2o.c and a110 oc.respectvaly unless braced(TC)e throughout the ilength by �, continuous sheathing such as plywood sheathng(TC)and/or drywell(BC). ' '��' DATE: 11/2/2015 the overall structure is the regponsibilty of the balding designer. 3.2x Impact bridging or lateral bracing required where shown++ SE K15 0 4 9 0 3 4.No load should be applied to any component until alter all bracing end 4.Installation of truss is the responsiblNty of the respective contractor. 4• fasteners ere complete and et no lime should any loads greater than 6.Design assumes trusses are to be used m a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. andaressumesfulfor 1dry lben•mata. 6.Design assumes lull bearing at all supports shown.Shim or wedge i/ EXPIRES: 12/3112015 5.CompuTivs hes no control over and assumes no responsibility for the necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. NOV@fllb@f 3,2015 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIM'TCA in SCSI,copies of which will be furnished upon request. lines coincide with joint centerlines. 9.Digits indicate sbe of plate In Inches. MiTek USA,Ino./CompuTtns Software 7.6.6(1 L)-E ID.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 2.8" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-131) 93 1-9=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2-3=( -63) 26 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <- 12"OC. OON. 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) TOTAL LOAD = 92.0 PSF 0'- 0.0" -23/ 237V -30/ 119H 5.50" 0.3B KDDF ( 625) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.2" -149/ 338V 0/ OH 1.50" 0.43 KDDF ( 625) 8'- 2.8" -10/ 9V 0/ OH 1.50" 0.01 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1SP5F LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.058" @ 2'- 11.8" Allowed = 0.397" MAX TC PANEL TL DEFL = -0.053" @ 2'- 11.9" Allowed = 0.596" 12 3 -/ 6.00 MAX HORIZ. LL DEFL - -0.001" @ 8'- 2.0" MAX HORIZ. TL DEFL - -0.001" @ 8'- 2.0" Design conforms to main windforce-resisting system and components and cladding criteria. 2 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 in the plane of the truss only. rn o 1 m, o c M i ��.� P Ni o i 1►mEM 4WEEN 0 M-3x4 y l i' 6-00 2-02-12 IPROVIDE FULL BEARING;Jts:1,9,2,3 I Ep :(JF F', PR e .--ca` NAG I N ' ®92OOF'E JOB NAME : 5017-B POLYGON - ADJ1 �� Scale: 0.5559 r WARNINGS: G. hRAeNOTEb, unlessyunthrwise e 'OREGON t 4,/ TrussTruss: ADJ1 Builderand erection aat or should be advised of all General Notes This tleslgnis pbased onlyuponthe igparameterspashown and Is Oran mdry dual 1��" • and Warnings before construction commences building component.Applicability of design parameters and proper •- Va L 2.2x4 compression web bracing must be Installed where shown+ incorporation of component a the responsibility of the building designer. .e9't' o� ~\ 3.Additional temporary bracing to nears stability during construction 2 Design assumes the top and bottom chortle to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c,and at 10.0.c.rNash RN sty unless braced throughout they length by C DATE: 11/2/2015 the overall structure Is the responsibility of the building designer. continuousslepatbridging or Nash re uiret wheres ownand/4r drywall(BC). 1-1-TRI� , 3 2x Impact br dg ng or lateral bracing required shown++ SEQ. • K1504904 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a nonsorresive environment, TRANS I D: LINK design bads be applied to any component. and are rorary ondrcm�Ouse. 5.CompuTrus has no control over and eaaaeas no responsibility for the 6.Design assumes nil bearing at el supports shown.Shim or wedge it EXPIRES: 12/31/2015 lubrication,handling, necessary. shipment and installation of components. 7.Design assumes adequate drainage is provided. November 3,2015 6.This design Is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIMTCA in BC51,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.8.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-75) 31 TO LATERAL SUPPORT <= 12"OC. ION. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PIF 0'- 0.0" -90/ 418V -15/ 89H 5.50" 0.67 KDDF ( 625) • 3'- 9.2" 0/ 47V 0/ OH 5.50" 0.08 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 0.0" -43/ 102V 0/ OH 1.50" 0.16 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 12 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 6.00 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" • MAX TC PANEL LL DEFL = 0.021" @ 2'- 5.9" Allowed = 0.248" MAX TC PANEL TL DEFL = 0.019" @ 2'- 5.9" Allowed = 0.372" MAX HORIZ. LL DEFL = -0.000" @ 3'- 11.2" MAX HORIZ. TL DEFL = -0.000" @ 3'- 11.2" '' Design conforms to main windforce-resisting system and components and cladding criteria. o ri Wind: 190 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, CI, Exp.B, MWFRS(Di r), load duration factor=l.6, • 1 Truss designed for wind loads • w in the plane of the truss only. 1111o 10:27 MESTEM0 M-3x4 • b J' l 1-06 IPAOX}IDE FULL BEARING. I4-00 ,t 89200P-E JOB NAME : 5017-B POLYGON - EJ2 Scale: 0.7329 �� WARNINGS: GENERALNOTES, unless otheovise noted. ©f-I�U - . 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual • • • U •�1 VV l� • Truss: EJ2 and warnings before construction commences. building compone t Applicability of design parameters and proper V' - 2.2x4 compression web bracing must be Installed where shown«, incorporation ressuma component is the responsibility or the building tleslgner y f •2.0- � 3.Additional temporary bracing tonsure debility during construction 2 Designa the es and bottom chords to be laterally braced at / is the responsibility of the erector.Additional permanent bracing of 2 o.c.and at 10'0.0.respectively unless braced throughout their length by arm continuous sheathing such as plywood sheathing TC)and/or drywall(BC). $FTR'1 L\-' DATE: 11/2/2015 the overall structure is the responsibility m the building designer. 3.2x Impact bridging or lateral bracing required where shown«« 'l SEQ.: K 15 0 4 9 0 5 4.No load should be applied to any component until alter an bracing and 4.Installation of truss 5 the responsibiily of the respective contractor. fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, and are for TRANS ID' LINK design ads be applied am component. s"drysume cocondition"9use. bb 5.CompuTrus has no control over and assumes no responsibility for the 8.Deecseg esumesNllbeefinatallsupportsshown.Shimorwetlgeif EXPIRE& 1 2/31 1201 5 7 L� fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. NOV@IT1uBf 3,2015 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed co their center TPVWTCA In BC SI,copies of which will be furnished upon request. lines coincide with joint center lines. B.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 2.8" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 204 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-5=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-132) 92 3-4=( -63) 26 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSI' DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 18.0" 0.0" TOTAL LOAD= 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -60/ 956V -31/ 158H 5.50" 0.73 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -136/ 335V 0/ OH 1.50" 0.43 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'- 2.8" -12/ 21V 0/ OH 1.50" 0.03 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "or spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" 'i MAX TC PANEL LL DEFL = 0.057" 0 2'- 11.8" Allowed = 0.398" MAX TC PANEL TL DEFL - -0.052" @ 2'- 11.9" Allowed = 0.596" MAX HORIZ. LL DEFL = -0.001" @ 8'- 2.0" 4 -f MAX HORIZ. TL DEFL = -0.001" @ 8'- 2.0" 12 6.00 °) Design conforms to main windforce-resisting system and components and cladding criteria. 3 Wind: 140 mph, h=22.6ft, 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. 0 N Cro tin 0 vNri o -/ I 2�� 5�1 0 1 M-3x4 J• b Y 1 1-06 6-00 2-02-12 ,,,t 'PROVIDE FULL BEARING;Jts:2,5,3,9 .,0, ,‘,,\,p OFetyK SIN (Jl <t, t 89200PE ms" JOB NAME : 5017-B POLYGON - ADJ2 �d�/riot Scale: 0.4939 WARNINGS: GENERAL NOTES, unless otherwise noted. ® y . 1.Builder and erection contractor should be advised of all General Notes 1.This design a based only upon the parameters shown and Is for an individual 7 • REGON _.A.44,/Truss: ADJ2 andwammgs before construction commences balding component Applcebilky of design parameters and properFF Ov 2.2x4 compression web bracing must be Installed where shown+ incorporation of component Is the responsibility of the bu Itl ng des goer ©N 3.Additional temporary bracing to Insure stab lily during construction 2 Design assumes the top and bottom chords to be laterally braced at a F `'A �y Is the responsibility of the erector.Additional permanent bracing of 2 o.c.and at 10 o.c.respectively unless braced)TC)a throughout r dty length by W' �7�• DATE: 11/2/2015 the overall structure is the responsibility f the building continuous sheathing such as plywood sheathng(1C)and/or drywall(BC). � f IL , D ty o g designer. 3.2x Impact bridging or lateral bracing required where shown*+ 4 SEQ.: K1504906 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and M no time should any mads greater than S.Design assumes busses are to be used In a noncorrosive environment, TRANS I D: LINK design mads be applied to am component. and are for dry condition of use. 5.CompuTrus has no control over and assumes no responsibility for the S.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling, necesnary. EXPIRES: 12/31(2015 edismeM and by 8.Designassumesho adequate onothl faces lotprovided. and 3,2015 8.This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIA1?CA in BCS(,copies of which will be furnished upon request. lines coincide with joint centerlines. 9.Digits Indicate s¢e of plate in Inches. MiTek USA,itis./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1371,ESR-1986(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2-) 0) 76 2-5=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-103) 69 3-4-( -40) 0 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 DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 18.0" 9.5" TOTAL LOAD - 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -74/ 471V -24/ 141H 5.50" 0.75 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 74V 0/ OH 5.50" 0.12 KDDF ( 625) 6'- 0.0" -110/ 242V 0/ OH 1.50" 0.31 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. • AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL - 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = 0.001" @ 6'- 9.5" Allowed - 0.079" MAX TL CREEP DEFL - -0.001" @ 6'- 9.5" Allowed - 0.106" MAX TC PANEL LL DEFL = 0.064" @ 3'- 2.3" Allowed - 0.398" MAX TC PANEL IL DEFL - -0.094" @ 3'- 4.9" Allowed - 0.596" 12 4 MAX HORIZ. LL DEFL = -0.001" @ 5'- 11.2" 6.00 MAX HORIZ. TL DEFL = -0.001" @ 5'- 11.2" 3 • • Design conforms to main windforce-resisting 0 system and components and cladding criteria. Wind: 190 mph, h=22.3ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, N Truss designed for wind loads in the plane of the truss only. 0 I re M 0 /- i i 's -■ f- I 2i/ 5►� 0 1 M-3x4 • • 1-06 6-00 0-09-08 (PROVIDE FULL BEARING;Jts:2,5,3 I �0 P R &'9200PE JOB NAME : 5017-B POLYGON - 'BDJ Scale: 0.5499 ,• jl/ WARNINGS: GENERAL NOTES, unless otherwise noted: 'OREGON y.. : 1.Builder and erect tract[ howl be advised of all General Notes 1.This design Is based only upon the parameters shown ands for an individual 4/ Truss: BDJ and Warnings before con0ruotionco 'trances. building component Applicability of design parameters and propermeq. 2.2z4 compress on web bracing must Installed where shown+. incorporation of component Is the responsibility of the bolding designer. /fes = �A �4 1 AQ�. � 3.Additional temporary bracing p nsur stability during construction 2 Design assumes Me top and bottom chords to be laterally braced at V f++ is the responsibility of the ere�lor.Ad Banal permanent bracing of 2 o.c.and at 10'o.c.respectively as ey unless braced throughout their length by DATE: 11/2/2015 the overall structure is the reibl of the buildingdes 20coImpact sheathing suchr l b plywoodrequired aheadshore s cwrand/ar tlrywall(BC). � � ��. spoils N designer. 3.2z Impact bdtlging or lateral bracing where shown.. 1-1 4.No load should be applied to any component until after at bracing and 4.Installation of truss Is the ref use.responsibility of the respective contractor. SEQ.: K1504907 fasteners are complete and atnolimn should any madsgreater than 5.Design assumes trusses are tobeused danon-corrosive environment, TRANS I D: LINK design loads be applied to any component. and Design `ue condition"a 05e. p� wedge 5.CompuTms has no control over and assumes no responsibility for the B.Oeeessery es NII bearing t all supports shown.Shim or wed If q EXPIRES:.12/31/2015- fabdcation,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 3,2015 B.This design is furnished subject la the limitations set ford by B.Plates shall be located on both faces of truss,and placed so their center TPIIWICA in BEN,copies of which will be furnished upon request lines coincide with joint center Ones. 9.Digits Indicate sue of plate In Inches. MiTek USA,Ino./CompuTn'us Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-7311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 10.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg-l.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2-) 0) 76 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-75) 26 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+OL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD - 42.0 PSF 0'- 0.0" -105/ 905V -7/ 59H 5.50" 0.65 KDDF ( 625) 1'- 10.9" -44/ 511/ 0/ OH 1.50" 0.08 RIDE ( 625) LL - 25 PSF Ground Snow (Pg) 3'- 10.5" 0/ 33V 0/ OH 5.50" 0.05 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL - 0.013" @ -1'- 6.0" Allowed - 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.072" 1-11-11 MAX BC PANEL LL DEFL = 0.006" @ 1'- 9.9" Allowed = 0.144" A MAX BC PANEL TL DEFL = 0.005" @ 1'- 8.6" Allowed = 0.192" f MAX BC PANEL TL DEFL = -0.003" @ 2'- 2.0" Allowed = 0.192" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 6.00 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.1ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. '' o 0 ra /- ti O I C1 I� O o M-3x4 1 l . )' 1-06 3-10-08 (PROVIDE FULL BEARING;Jts:2,3,4 I - •� p,ED PROF�i9� - 8920013E Fe-, JOB NAME : 5017-B POLYGON - CJ1 Scale: 0.6837 ,: j . WARNINGS: GENERAL NOTES, unless otherwise noted: OfIEC3ON I(_ Truss CJ1 1.Solider and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and la for an ndrvdual and Warnings before construction commences. building component Applicability of design parameters and proper ii a. 2.2a4 compression web bracing must be installed where shown*. incorporation of component is the responsibility of the building designer. i '(' ^©`�1� 3.Atldrt Dost temporary bracing to nears stability during construction 2.Design assumes the top and bottom chords to be laterally braced at { "� 'fir (.j" is the responsibility of the erector.Additional permanent bracing of 2'o c,and at 10'o.c.rsuch as plywoody unless braced throughout their length by t !1 ` DATE: 11/2/2015 the overall structure Is the responsibilityftne Dulldln designer. continuous sheathing such as bracing required sheathing(TC)aw,0tlrywall(BC). �'7 ILV,- ' • o g 9 3 2a Impact bridging or lateral requred where shown+t (7 F S E Q.: K 15 0 4 9 0 8 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respodNe contractor. fasteners are complete and al no time should any mads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are ro cry ondmmn'ar use. 5.CompuTrus has no control over and assumes no responsibility for the S.Design assumes mil bearing at 51 supports shown.Shim or wedge It EXPIRES: 12/31/2015 fabrication,handling,shipment and installation of components. necessary. 7.Design51,51 b assumes adequate ne othif c e Is tnisx,provided. November 3,201 5 fi.This design is furnished subject to the limitations set forth by 8.Plates shall be located at both faces of truss,and placed co their center TPIM?CA In BCSI,copies of which will be famished upon request. lines coincide with joint center lines. MiTek USA,IncJCom uTrus Software 7.6.6 1 L-E 9.Digits Indicate sae 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 3'- 10.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-4-(0) 0 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-72) 29 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE' BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 1.2" TOTAL LOAD = 92.0 USE' 0'- 0.0" -94/ 413V -14/ 8711 5.50" 0.66 KDDF ( 625) 3'- 7.7" 0/ 99V 0/ OH 5.50" 0.07 KDDF ( 625) LL - 25 POE Ground Snow (Pg) 3'- 9.0" -43/ 103V 0/ OH 1.50" 0.13 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 12 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" 6.00 [7 MAX TL CREEP DEFL = -0.019" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.010" MAX TL CREEP DEFL = 0.000" 0 0'- 0.0" Allowed = 0.013" MAX TC PANEL LL DEFL - 0.015" @ 2'- 3.7" Allowed - 0.230" MAX TC PANEL TL DEFL - 0.014" @ 2'- 3.7" Allowed - 0.344" 3 MAX HORIZ. LL DEFL = -0.000" @ 3'- 8.2" MAX HORIZ. TL DEFL = -0.000" @ 3'- 8.2" Design conforms to main windforce-resisting system and components and cladding criteria. o Wind: 140 mph, h=21.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, d, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, NTruss designed for wind loads in the plane of the truss only. O O /- -/ 0 M-3x9 • • y l ,14 1-06 3-10-08 0-01-03 IPROVIDE FULL BEARING;Jts:2,4,3 Q, D� PRO • 89200PE •e JOB NAME : 5017-B POLYGON - CJ2 • Scale: 0.7423 _1 • WARNINGS: GENERAL NOTES, unless otherwss noted, /'� �� • 1.Builder and erection contractor should be advised of all General Notes 1 This design is based only upon Be parameters shown ands for an mdrvdual 9EGOIV _Oe 1.0 Truss: CJ2 and Warnings before construction coMmences. building component.Applcabldy of design parameters end proper 2.2x4 compression web bracing must b0 stalled where shown.t. incorporation of component is the responsibility of the building tleslgner. 4 14 2.43\ at 3.Additional temporary bracing to Insu stability during construction 2.Design assumes the top and bottom chords to be laterally braceden C.! is the responsibility of the erector.Additional permanent bracing of 210.0.and ate o.c.respective,arve,unless braced throughout their length by Ir7 DATE: 11/2/2015 the overall structure Is the responsibility ofth building designer. 20 Impact sheathing or stehasag requirede lnere shown) rtlrywall(BC). "'�"R l`7"�}1- - p tig 3.2x Impact bridging or lateral bracing where shown++ (7 fl L- SEQ.: K 15 0 4 9 0 9 4.No load should be applied to any com9onent until after all bracing and 4.Inetelttion of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes Misses are to be used In a noncorrostve environment, design loads be applied to any component. and are for"dry condition"of use. TRANS ID: LINK 5.Compants has no control over and assumes no responsibility for the 6 Design ecesssassumes Nllbeenn8atail supports shown.Shim orwedge if EXPIRES: 12/31/2015 n ry fabdesign is shipment and Installation of components. T.Design assumes adequate drainage is provided. November 3,2015 6.Thiss Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/WTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in Inches. MiTek USA,Ino./CompuTnls Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(MINX) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-107) 57 3-4=( -43) 19 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT 1= 12"OC. 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: 18.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -70/ 404V -23/ 1220 5.50" 0.65 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 7.7" 0/ 40V 0/ OH 5.50" 0.06 KDDF ( 625) 3'- 8.2" -89/ 210V 0/ OH 1.50" 0.27 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.7" -29/ 62V 0/ OH 1.50" 0.10 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX BC PANEL LL DEFL = 0.006" @ 1'- 9.9" Allowed = 0.144" MAX BC PANEL TL DEFL - -0.006" @ 1'- 11.3" Allowed - 0.192" 12 6.00 4 -, MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" MAX HORIZ. TL DEFL - -0.001" @ 5'- 10.9" 1' Design conforms to main windforce-resisting system and components and cladding criteria. 3 Wind: 140 mph, h=22.1ft, 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 ' j in the plane of the truss only. m o /- i "- 2►1 5►/ -/ 0 M-3x4 J' l b l 1-06 3-10-08 2-01-03 (PROVIDE FULL BEARING;Jts:2,5,3,9 $92OOPE JOB NAME : 5017-B POLYGON - CJ3 i� . Scale: 0.5963 • ',' WA 1.BuiNGS: G. hRAeNOTES, unless otherwise etl ®RE (7N - 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual Truss: CJ3 and Warnings before conatruton commences binding component.Applicability of design parameters and proper t� �� 2.2x4 compression web bracing must be installed where shown+ incorporation of component is the responsibility of the building designer. j 3.Additional tem bracing to insure stab) during construction 2.Design assumes the top and bottom chords to be laterally braced at temporary g stability g cons T sc.and at 10 0.0.respectively unless braced throughout their length by /© f is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 41--- -Y//�.[•}- 'F j I ". DATE: 11/2/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown e e `(Z 1 1+.1/ SEQ.: K 15 0 4 910 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment. TRANS I D• LINK design loads be applied to any component. and are for"dry ondition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Designa�sumesnutbe�ringelellsupportsshown.Shimorwedge:t EXPIRES: 12/31/2015- handing.fabrication. ssary. (abric shipment and installation of components. 7.Design assumes adequate drainage is provided. November 3,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TP WJTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sae of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE - 1.15 1-2=( 0) 76 2-5-(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-151) 71 3-4=( -68) 31 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIE DL ON BOTTOM CHORD = 10.0 PIE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 18.0" 2.7" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -47/ 388V -30/ 150H 5.50" 0.62 KDDF ( 625) LL = 25 PIF Ground Snow (Pg) 3'- 7.7" 0/ 36V 0/ OH 5.50" 0.06 KDDF ( 625) 3'- 8.2" -126/ 284V 0/ OH 1.50" 0.36 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 9.0" -62/ 112V 0/ OH 1.50" 0.14 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF 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/24D, TL-L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed - 0.200" MAX LL DEFL - 0.000" @ 0'- 0.0" Allowed = 0.022" MAX TL CREEP DEFL - 0.000" @ 0'- 0.0" Allowed - 0.030" MAX TC PANEL LL DEFL - 0.009" @ 1'- 10.1" Allowed - 0.230" MAX TC PANEL TL DEFL - 0.009" @ 1'- 11.5" Allowed - 0.344" 4 MAX HORIZ. LL DEFL = -0.001" @ 7'- 8.2" 12 MAX HORIZ. TL DEFL = -0.001" @ 7'- 8.2" 6.00 • '' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.6ft, 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 3 in the plane of the truss only. m 0 05 O /- I 1 M-3x4 J' l l )' 1-06 3-10-08 9-01-03 Eq PR 0p 'PROVIDE FULL BEARING;Jts:2,5,3,4 ' ao, GI NS• R • 89200P'E r" I • JOB NAME : 5017-B POLYGON - CJ4 • Scale: 0.5002 �' WARNINGS: GENERAL NOTES, unless otherwise noted' �+a • 1.Builder and erection [ ct fshouldb advised of all General Notes 1.This design Is based onyupa the para meters shown and lsfor anindrvdual .OREGON C j Truss: CJ4 and Warnings beforeconstruction con} o building component Appkcabiry of design parameters and proper _ meq. F� • 2.204 compression web bracing must b lief lI d where shown.. incorporation of component s the responsibility of the building designer. �"6-4.)I ' 4 AQ1 • - 3.Additonaltemporarybracngtpinsu Istability during constructor 2 Design and atl assumes the top and Sodom unlesschobracedds o be laterally brood at C.J fr is the responsiblBty of the erector.Adgdl I permanent bracing of 2'o.c. at 10'o c respectively throughout their length by {#'� DATE: 11/2/2015 the overall structure Is the responsibilityOf the des continuous sheathing suchrl bs plywood required late shown .r tlrywell(BC). ""'`�+R' 1 I V- building goer. 3.2x Impact bridging or lateral bracing where shown t� 1 l� ------ SEQ.: K 15 0 4 911 4.No load should be applied to any component until after al bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no lee should any masa greater than 5.Design assumes trusses are to be used in a noncorrosive environment, design loads be applied to any component. and are for"dry condition'of use. TRANS ID: LINK 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing atall supports shown.Shim orwedge if EXPIRES: 12131f2015- necessary. fabrication,handling,shipment and Installation of components. 7. n assumes adequate drainage is provided. November 3,20 q 1 5 6.This design Is furnished subject to iholimdatiens set forth by B.Plates shall be located on both faces of truss,and placed so their center TPIIWTCA In BCSI,copies of which 0411 be furnished upon request. lines coincide whir joint center lines. B.Digits indicate she of plate in inches. MiTek USA,Ino./CompuTfus Sofbmare 7.6.6(TL)-E 10.For basic connedor plate design values see ESR-1311,EIR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( BC: 2x4 KDDF#1&BTR SPACED 24.0" O.C. 2-3=(-194) 91 2-6=(0) 0 3-4=1-112) 58 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 9-5=( -96) 21 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSI BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -31/ 394V -38/ 187H 5.50" 0.63 KDDF ( 625) 3'- 7.7" 0/ 38V 0/ OH 5.50" 0.06 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 3'- 8.2" -113/ 256V 0/ OH 1.50" 0.33 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 7'- 8.2" -114/ 236V 0/ OH 1.50" 0.30 KDDF ( 625) 9'- 11.7" -20/ 45V 0/ OH 1.50" 0.07 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.008" @ 1'- 10.1" Allowed = 0.230" MAX TC PANEL IL DEFL = 0.008" @ 1'- 10.1" Allowed = 0.344" MAX HORIZ. LL DEFL = -0.002" @ 9'- 10.9" 5 MAX HORIZ. TL DEFL = -0.002" @ 9'- 10.9" I) 12 Design conforms to main windforce-resisting 6.00 system and components and cladding criteria. Wind: 140 mph, h=23.1ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), )) load duration factor=Enclosl. 6 CCat.2, Exp.B, MWFRS(Di r), I Truss designed for wind loads in the plane of the truss only. 0 Cr 3 I (, N M 12 O f 6"� -, o 1 M-3x4 l ), y cn p 1-06 3-10-08 6-01-03 y �.4D P' D . (PROVIDE FULL BEARING;Jts:2,6,3,9,5 :,. \GINE � .>o 8920O'PE JOB NAME : 5017-B POLYGON - CJ5 Scale: 0.4225 as,WARNINGS: GENERAL NOTES, unless othenvse noled ' / Truss: C JS 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is bran individual p -OREGON 7`i and Warnings before construction commences bu Idmg component Applicability of design parameters and proper F`♦ • A �Ct 2.2x4 compression web bracing must be Installed where shown incorporation of component is the responsibility of the building designer. �/ ,Irk. O`� � 3.Additional temporary bracing to Insure stability during construction 2 Design and att assumes the top and bottom chords to be laterally braced at `'.A. Is the responsibility of the erector.Additional permanent bracing ofcontin2 oz. at id o.c respectively unless braced throughout their length by Y h DATE: 11/2/2015 the overall structure is the responsibility of the building designer. 2otmp otous bridging such tbredas goduired where shown drywall(BC). 4� 1 L .---- SEQ.: 4.No load should be lied to an 3 2atmptiobudging or lateralbracingty of the whpeshown to 4 S E Q.: K 15 0 4 912 PP o time component until lea s greater bracing and 4.DInstallationsignassumes trusses is es are trespo used in a ren-core sive environment,fasteners are complete and at no time should any loads greater than s.Design aor"dry!maws are m beossa in anoncorrosive em-ironment, TRANS ID: LINK design loads be applied to any component. and arefordryoontlieon^erose. 5.CompuTrus has no control over end assumes no responsibility for the 8.Design assumes All bearing at aN supports shown.Shim or wedge if EXPIRES:'12/31 f2015- fabrication,handling,shipment and Installation of components. necessary. 8.This design is furnished subject to the limitations set forth by T.MatesDesighall belcated on both is tpruss, November 3,2015 e.Mates shall a located on faces of(ruse,and placed so their center TPIMRCA in BCS(,copies of which will be furnished upon request. lines coincide wim joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,InciCompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,608-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 9.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 ROOF #16BT12 LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-6=(0) 0 BC: 2x4 KDDF #168TR SPACED 24.0" O.C. 2-3=(-226) 108 3-4=(-155) 70 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -70) 33 BC LATERAL SUPPORT <= 12"OC. UON. ILL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF • • DL ON BOTTOM CHORD= 10.0 PSF OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 POE BEARING MAX VERT MAX HORT BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) • LL = 25 POE Ground Snow (Pg) 0'- 0.0" -16/ 398V -46/ 218H 5.50" 0.64 KDDF ( 625) • 3'- 7.7" 0/ 39V 0/ OH 5.50" 0.06 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 3'- 8.2" -108/ 238V 0/ OH 1.50" 0.30 KDDF ( 625) .REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 7'- 8.2" -149/ 303V 0/ OH 1.50" 0.39 KDDF ( 625) 11'- 9.7" -51/ 107V 0/ OH 1.50" 0.17 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX BC PANEL LL DEFL = 0.006" @ 1'- 9.9" Allowed = 0.144" MAX BC PANEL TL DEFL = -0.006" @ 1'- 11.3" Allowed = 0.192" MAX HORIZ. LL DEFL = -0.002" @ 11'- 8.9" 5 -,/ MAX HORIZ. TL DEFL = -0.002" @ 11'- 8.9" li Design conforms to main windforce-resisting system and components and cladding criteria. 12 6.00 Wind: 140 mph, h=23.5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 4 Truss designed for wind loads in the plane of the truss only. 0 1 M 0 I kg 00 jA • •h O ' 0 2► 6'''.� 0 1 M-3x4 ' • J. y y y ç \ PROFS 1-06 3-10-08 7-11-03 ...c3'<<- G,IN,E.FR `./„may (PROVIDE FULL BEARING;Jts:2,6,3,4,5 p{ �'} �y© 89200 E I a JOB NAME : 5017-B POLYGON CJ6 ,Scale: 0.3838 WARNINGS: i GENERAL NOTES, unkss otherwise rated 1I-IVp :OREGON /•t Aa' j/ ' 1.Builder and erect 1 ctq shout be advised Hall General Notes 1.This design is based only upon the parameters shown ands for an individual ?' ORE ON Is. �1V Truss• CJ6 and Wamingc befores 61 nco mences. building component.Applicability Odes gn parameters and proper V • 2.2x4 compression web brat ng must mat I d where shown*. Incorporation of component k the responsibility of the building designer. f�/t _T • y 4' 2S 3.Additional tem bracing to nsur stabile during construction 2.Design assumes the top end bottom chords to be laterally braced at V / temporary g Y ng cons 2 o c.and at i0.o c.respectivery unless braced throughout their length by � . Is the responsibility of the erector.Ad�rtbnal permanent bracing of continuous sheathing such as plywood sheathing(TC)andlor drywall(BC). 4" {�. - DATE: 11/2/2015 the overall structure is the reepons b ty of the building designer. 3.2z Impact bridging or lateral bracing required where shown e o SE K 15 0 4 913 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respectne contractor. 4• fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, and are for"dry condition'.of use. design loads be applied to any component. TRANS ID: LINK 5.CompuTrushas rocontrol over and assumes noresponsibility for the B .--,„Design EXPIRE& 12/3112015 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. November 3,2015 6.This design is furnished subject to thy limitations set forth by B.Plates shop be located on both feces of truss,and placed so their center TPWVTCA In SCSI,copies of which Will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate see of plate In inches. MTek USA,Ino./CompuTrus SoMiere 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,E5R-7988(MITek) • This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-6=(-99) 109 6-5=( 0) 18 BC: 2x4 KDDF #1&HTR SPACED 29.0" O.C. 2-3=(-168) 25 5-7=(-99) 205 5-3=( 0) 46 WEBS: 2x4 KDDF STAND 3-9=( -23) 30 3-7=(-211) 97 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PDF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PDF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 POP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" 0'- 0.0" -88/ 424V -15/ 90H 5.50" 0.68 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.9" -87/ 77V 0/ OH 1.50" 0.12 KDDF ( 625) 6'- 0.0" 0/ 97V 0/ OH 5.50" 0.16 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP II,M1.OND. 2: Designchecked for net(-5 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. I` psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL - -0.014" @ -1'- 6.0" Allowed = 0.200" 3-11-11 MAX LL DEFL = 0.006" @ 2'- 3.8" Allowed - 0.170" ,r MAX TL CREEP DEFL - -0.013" @ 2'- 3.8" Allowed - 0.226" MAX LL DEFL = 0.000" @ 4'- 11.0" Allowed - 0.078" MAX TL CREEP DEFL = 0.000" @ 4'- 11.0" Allowed = 0.105" 12 6.00 (;7' MAX HORIZ. LL DEFL = -0.005" @ 4'- 11.0" MAX HORIZ. TL DEFL = 0.008" @ 4'- 11.0" 4 -I Design conforms to main windforce-resisting system and components and cladding criteria. M-4x6 il Wind: 140 mph, h=21.6ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 3 0 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I load duration factor=1.6, o Truss designed for wind loads iin the plane of the truss only. 7 /- M-3x9 7 o M6-3x4 1 M-3x4 M-3x5 1 l b l 2-03-12 2-07-05 1-00-15 1 1 l l 1-06 2-05-08 6-00 3-06-08 `PROVIDE FULL BEARING;Jts:2,9,7 1 �t��p ..P13.0 -��ss �i - ` - 89200PE �, JOB NAME : 5017-B POLYGON - DCJ2 Scale: 0.5934 // WARNINGS: G. hRAe design NOTES, unless otherwisete -OREGON 40. 1.Builder and erection contractor should be advised of all General Notes 1.This is based only upon the parameters shown and is for an individual 1� t Truss: DCJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper ' 10, Aµ ', 2.2x4 compression web bracing must be InstaIi d where shown Incorporation of component Is the responsibility of the building designer. - "ff" A t� 3.Additional temporary bracing tonsure stability during construction 2 Design assumes the top and bottom chards to be N braced at . �� '':(F y,.o�I Is the responsibility of the erector.Additional permanent bracing of 2 o.c.and at 10'o.c.such as ely unless braced throughout their length by j� DATE: 11/2/2015 the overall structure is the responsibility of the buildingcontinuous edging ng such as plywood shred o,tg(TC)and/or drywall(BC). IT R-.I• , P ty designer. 3.2x Impact bridging or lateral bracing required where shown t e \ V SEQ.: K15 0 4 914 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design loads be applied to anycomponem. and are mrdry°ondimmoruse. 8.CornpuTrus has no control over and assumes no respansibilfy for the 6.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2015 shipment installation of corn ..y. fabrication,handling, pmen components. 7.Design assumes adequate drainage is provided. November 3,2015 6.This design is furnished subject to the limitations set forth by B.Plates shad be located on both faces of truss,and placed so their center TPVWTCA in 0151,copies of which will be furnished upon request. lines coincide with joint centerlines. 9.Digits indicate size of plate in inches. MiTek USA,Inc/CotepuTris Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTRLOAD DURATION INCREASE = 1.15 1-2-) 0) 76 2-6=(-130) 207 6-5=( 0) 18 BC: 2x4 KDDF #1&BTRSPACED 29.0" O.C. 2-3=(-276) 64 5-7=(-266) 913 5-3-) 0) 50 WEBS: 2x4 KDDF STAND • 3-4=( -53) 43 3-7=(-425) 274 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE' BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD - 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" • 0'- 0.0" -88/ 463V -23/ 122H 5.50" 0.74 KDDF ( 625) LL = 25 PSI' Ground Snow (Pg) '4'- 11.0" 0/ 148V 0/ OH 5.50" 0.24 KDDF ( 625) 5'- 11.7" -51/ 112V 0/ OH 1.50" 0.18 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL - 0.017" @ 2'- 3.8" Allowed = 0.254" 5-11-11 MAX TL CREEP DEFL = -0.025" @ 2'- 3.8" Allowed - 0.339" MAX HORIZ. LL DEFL = -0.013" @ 4'- 11.0" 12 MAX HORIZ. TL DEFL = 0.016" @ 4'- 11.0" 6.00 4 -/ Design conforms to main windforce-resisting 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.s, MWFRS(Dir), o-, load duration factor=1.6, o Truss designed for wind loads I in the plane of the truss only. M-9x6 0 3 N 6 ® MN -e' --- 7 0 Mo r M-3x4 1 - II o q' 1 2- M6-3x4 0 0 1 M-3x4 M-3x5 1 • 1 1 2-03-12', 2-07-05 1-00-15 1 1 1 1 1-06 2-05-0B 6-00 3-06-08 'PROVIDE FULL BEARING;Jts:2,7,9 I9, "D PR "Q Fis �� �G�GtNEFxi' ,of , 20OPE JOB NAME : 5017-B POLYGON - LDCJ3 Scale: 0.5434 -� �� WARNINGS: GENERAL NOTES, unless otherwise noted. I.Bulderand erecBoncontractor shout be dvised of all General Notes 1.This design isbased only upon the parameters shown and isfor anlndiidual • 'OREGON Sze Truss: DCJ3 and Warnings before sonatroot co me s. building component.Applicability of design parameters and proper - 2.2v4 compression web bracing must b installed where shown+. incorporation of component k the responsibility of this building designer. f6 ''''(4. !3 3.Additional temporary bracing tensor stability during construction 2.Design assumes the top and bottom chords to 6e laterally braced at 'r+^ d Is the responsibility of the erector.Ad trona)permanent bracing of 2'o.c.and at 70 o.c.rsuch as ly unless braced throughout their length by -1144? #�q_r V DATE: 11/2/2015 the overall structure a the responsibility of the building continuous sheathing such as plywood sheeth ng(TC)and/or drywall(BC). ""/ :-/41:111-V.- /4'C3 1 1 L,. spons lilyg designer. 3.2a Impact bridging or lateral bracing required where shown.. (l{1.= SEQ.: K 15 0 4 915 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, design loads be applied to any component. and are for'dry condition'of use. TRANS I D: LINK S.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes ull bearing at al supports shown.Shim or wedge If EXPI RES: 12/31/2015- --, 2(3.t f201 5 ssaryC IlCl7 G/J 1 G fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 3,2015 0.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 TPWJICA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate ewe of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1008(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-7=( -88) 176 7-6=( 0) 18 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-243) 51 6-8=(-182) 350 6-3=( O) 99 WEBS: 2x9 KDDF STAND 3-4=(-106) 61 3-8=(-360) 187 LOADING 9-5=( -46) 20 TI LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"01. UON. DL ON BOTTOM CHORD = 10.0 POP TOTAL LOAD= 42.0 POP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 18.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -67/ 952V -31/ 159H 5.50" 0.72 KDDF ( 625) 9'- 11.0" 0/ 132V 0/ OH 5.50" 0.21 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -108/ 239V 0/ OH 1.50" 0.31 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 7'- 11.7" -15/ 28V 0/ OH 1.50" 0.04 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" 7-11-11 MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = 0.012" @ 2'- 3.8" Allowed = 0.254" 5 -/ MAX TL CREEP DEFL = -0.021" @ 2'- 3.8" Allowed = 0.339" 12 MAX HORIZ. LL DEFL = -0.009" @ 4'- 11.0" 6.00 0 MAX HORIZ. TL DEFL = 0.013" @ 4'- 11.0" 9 Design conforms to main windforce-resisting �) system and components and cladding criteria. '� o Wind: 140 mph, h=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, I (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, tin Truss designed for wind loads M-4x6 in the plane of the truss only. 3 7 ��_ cm p -/B oI r M-3x9 , Alli-IN o o /- 2�� M13x9 0 o M-3x4 M-3x5 l l l l •• 2-03-12 2-07-05 1-00-15 • J• l l l 1-06 l- 2-05-08 5-06-03 l l 6-00 1-11-11 i .0 P ROP:t ROVIDE FULL BEARING;Jts:2,8,9,5 1 ��� t4G I NSR • / :< &-9200P'E JOB NAME : 5017-B POLYGON - DCJ4 ,/ Scale: 0.4752 WARNINGS: GENERAL NOTES, unless othasssenoted: 0 -pREGdN CO- T Builder and erection contractor should be advised of all General Notes 1 This design Is based only upon the parameters shown ands for an Individual Truss: DCJ4 and Warnings before construction commences. building componentApplicability ofdesign parameters and proper a\�' 2.204 compression web bracing must be Installed where shown+. incorporation of component is the responsibility of the building designer. �/ 1 2P-��� 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chords to be throughoutMMrally braced at /© T is the responsibiGly of the erector.Additional permanent bracing of 2 o.c.and at ea1Cr o.c.rsuch as plywoodly unless braced their length by Ili DATE: 11/2/2015 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as sheath ng(TC)and/or drywall(BC). !�.�lU I{ \., P t e 3.2x Impact bridging or lateral bracing required where shown++ /-1 1 1+. SEQ.: 1<1504916 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respectNe contractor. fasteners are complete and at no time should any loads greater man 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D• LINK design loads be applied to any component. and era for conditionof use. 5.CompuTrus has no control over and assumes no responsibility for the 8 nDecessa assumes lull bearing et sip supports shown.Shim or wedge d EXPIRES: 12/31/2015 fabrication,handling,shipment and Installation of components. ry. 7.Designlasshallassumes adequateobothifa e es is rusise November 3,2015 6.This design is furnished subject to the limttatlans set forth by S.Plates shall be located on both feces of truss,and placed so their center TPINJTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Ino./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see E8R-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTRLOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-7=( -69) 161 7-6-( 0) 18 BC: 2x9 KDDF #16BTRSPACED 24.0" O.C. 2-3=(-227) 43 6-8=(-144) 320 6-3=( 0) 48 WEBS: 2x4 KDDF STAND 3-4=(-153) 73 3-8=(-329) 149 LOADING 4-5=( -70) 32 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 POE TOTAL LOAD - 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA OVERHANGS: 18.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -48/ 446V -38/ 187H 5.50" 0.71 KDDF ( 625) 4'- 11.0" 0/ 125V 0/ OH 5.50" 0.20 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -144/ 305V 0/ OH 1.50" 0.39 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.7" -50/ 102V 0/ OH 1.50" 0.16 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'GOND- 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ' • • VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 9-11-11 MAX LL DEFL - 0.013" @ -1'- 6.0" Allowed = 0.150" / MAX TL CREEP DEFL - -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL - -0.010" @ 2'- 3.8" Allowed = 0-254" SI MAX TL CREEP DEFL = -0.020" @ 2'- 3.8" Allowed = 0.339" 0 MAX HORIZ- LL DEFL = -0.008" @ 4'- 11.0" 12 MAX HORIZ. TL DEFL = 0.012" @ 4'- 11.0" 6.00 • • Design conforms to main windforce-resisting system and components and cladding criteria- 4 Wind: 140 mph, h=23-1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat-2, Exp-B, MWFRS(Dir), load duration factor=1-6, 0of Truss designed for wind loads o, in the plane of the truss only. M-4x6 01 � 1111 �•11111111111Miisa� Oir. (. -m k M-3x4 o j II o 147-3x41 M-3x4 M-3x5 y 1 b b 2-03-12 2-07-05 1-00-15 l l l l 1-06 y 2-05-08 7-,06-03 y ,t PR 6100 Y 3-11-11 .co. `GINE (% 'PROVIDE FULL BEARING:Jts:2,8,4,5 I C^a 92QPf • JOB NAME : 5017-B POLYGON - DCJ5 Scale: 0.9225 41. .ar. WARNINGS: GENERAL NOTES, unless otherwise noted' - Q��UON • 1.Builder and erection contractor should be advised of all General Notes 1.This designs based only upon the parameters shown and is for an'ndry dual Truss: DCJ5 and Warnings before construction cor�n»nces. building component Applicability or design parameters and proper '47:43,. �� ZO�� 2.2x4 compress onw bb d g st be lnstalletl where shown i. Incorporafon of component s the responsblltty of the building designer. 3.Additional temporary bracing tp Insure stability during construction 2 Design assumes me top and bottom chords to be laterally braced at © 1 :r Is the responsibility of the qt Ado Honal permanent bracing of 2oc and at10'o.a re008 asey unless braced throughout their length by {.,'s.,,� �DATE: 11/2/2015 the overall structure Is the res onsibii Srthe buildingdesigner. continuousxImsheathing web lb apcwg reood ahead here shown and/0r tlrywall(BC). '- f .� ''{ �. P Y 3.2x Impact bridging or lateral bracing required where t 0 1� SEQ.: K 15 0 4 917 4.No load should be applied to any component until ager all bracing and 4.5.Design or es trusses are are to bebulity of sed ntaanoncorrosive environment,ive or. fasteners are complete and at no time should any beds greater than anesaumoa design loads be applied to any component. and are for'dry condition"of use. TRANS ID: LINK 8.Design assumes 5.CompuTiushas nocontrolover and assumes noresponsibiliryrorde Nllbearingat alsupponashown.ShimorwetlgeiI EXPIRES: 12/31f2015 necefabrication,handling,shipment and lnStallation of components. scary smen prhey e7.Designlaosell besadedoan bothi face Is provided. an November 3,2015 6.This design is burnished subject to the limitations set forth by e.plates shall be located on both feces of truss,and placed so(heir center TPI/18/11CA In SCSI,copies or which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Ino./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ERR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( O) 76 2- 8-( -82) 166 8- 7=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-233) 46 7- 9=(-170) 331 7- 3=( 0) 48 WEBS: 2x4 KDDF STAND 3- 4-(-189) 87 3- 9=(-341) 175 LOADING 4- 5=(-105) 54 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -41) 19 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 18.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -32/ 449V -47/ 222H 5.50" 0.72 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 4'- 11.0" 0/ 128V 0/ OH 5.50" 0.20 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.2" -135/ 2B2V 0/ OH 1.50" 0.36 KDDF ( 625) 9'- 11.2" -105/ 212V 0/ OH 1.50" 0.27 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 11'- 11.7" -17/ 37V 0/ OH 1.50" 0.06 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 11-11-11 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1' . VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 6 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed - 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed - 0.200" MAX LL DEFL = 0.011" @ 2'- 3.8" Allowed = 0.254" j MAX TL CREEP DEFL = -0.020" @ 2'- 3.8" Allowed = 0.339" MAX HORIZ. LL DEFL = -0.009" @ 4'- 11.0" MAX HORIZ. TL DEFL = 0.013" @ 4'- 11.0" 6.00 12 5�( Design conforms to main windforce-resisting system and components and cladding criteria. ce o Wind: 140 mph, h=23.6ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, 4 co (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o i load duration factor=l.6, 0 in Truss designed for wind loads in the plane of the truss only. M-9x6 3 .....iiiiiii......_ ,......._ �� Q, -m M-3x9 I J. 2 M23x4 c M-3x9 M-3x5 k k k k 2-03-12 2-07-05 1-00-15 k k k k 1-06 k 2 -05-08 k 9-06-03 k EQ •P R_oF 6-00 (PROVIDE FULL BEARING;Jts:2,919,5,6 --......,���OkG1 N� .e / 892 OPE , `, JOB NAME : 5017-B POLYGON - DCJ6 #7,i�P1,1' Scale: 0.3762 WARNINGS: GENERAL NOTES, unless otherwise noted: is • :OREGON " . 1.Builder and erection contractor should be advised of all General Notes 1 This design Is based only upon the parameters shown and is for an IndMidual -p Truss: DCJ6 and Warnings before construction commences building component Applicability of design parameters and proper F4e, �� L •A 2.224compression web bracing must be installed where shown+. incorporation of component is responsibility or the building designer. / ,q;,, 2. S.Additional temporary bracing tonsure stable?during construction 2 Design at r assumes the lop and bottom chortle to be laterally braced "� ' y'. a Is the responsibility of the erector.Additional permanent bracing of Y o c and at 10 p.c.respectively unless braced Throughout their length by V DATE: 11/2/2015 the overall structures the responsibility the bu ld n continuous sheathing such as plywood sheathing(TC)tng and/or drywall(BC). '` 1 V ofg designer. 3.lir Impact bridging or lateral bracing required where shown++ L.V • SEQ.: K15 0 4 91 B 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. • fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, TRANS ID• LINK design loads W apOied to any component. and are for Thy condition"oruse. 5.CompuTrushasnocontroloverandassumesnoresponsibilityforthe B.Design assumes NII bearing et al supports shown.Shim orwedgeg EXPIRES : 12/3112015 cation,handling, necessary. lubrication, shipment and Installation of components. 7.p sign assumes adequate drainage is provided. November 3,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIIWTCA In BCSI,copies of which will be furnehed upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MITek USA,Inc./CompeTrus Software 7.6.6(1 L)-E to.For basic connector plate design values see ESR-1371,ESR-7988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTRLOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-70) 40 TC LATERAL SUPPORT <= 12"0C. UON. I1 LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BIRO REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 16.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -104/ 407V -7/ 59H 5.50" 0.65 KDDF ( 625) 1'- 10.9" -85/ 82V 0/ OH 1.50" 0.13 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 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.004" @ 1'- 0.0" Allowed = 0.097" MAX BC PANEL TL DEFL = 0.006" @ 1'- 8.5" Allowed = 0.334" • MAX BC PANEL LL DEFL = 0.013" @ 2'- 8.6" Allowed = 0.250" 1-11-11 MAX BC PANEL TL DEFL = -0.021" @ 3'- 1.4" Allowed - 0.334" 1' '' MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL - -0.000" @ 1'- 10.9" • 12 6.00 Design conforms to main windforce-resisting • system and components and cladding criteria. Wind: 140 mph, h=21.1ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, 3 Truss designed for wind loads • in the plane of the truss only. i 0 ro ri o I o ' 2 • 1`9 -/ 0 1 Mt3x4 • • • y y • 1 1-06 'PROVIDE FULL BEARING;Jts:2,3,4 I 6-00 • � PQED R9FF• � 92.10 CP£ss � JOB NAME : 5017-B POLYGON - DJ1 ��>� Scale: 0.6559 -� �.. .... WARNINGS: GENERAL NOTES, unless otherwise noted: pp��p�yg y�4h//+��^' , 1.Builder and erection contracts,should be advised of all General Notes 1.This designs based only upon the parameters shown and is for an individual S.JIIEUIJIV I- Truss: DJ1 and Warnings before construction torr building component.Applicability of design parameters and proper V 2.2z4 campreas on web bracing must b9 as[11 tlwhere shown�. incorporation of component is the responsibility of the balding designer. � � 1 1 !] 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be latera o braced at '�'^ is the responsibility of the erector.Additional permanent bracing of 2 o c and al 10'o c respectively unless braced throughout their length by }#�[/_ �� DATE: 11/2/2015 the overall structure is the responsibility t the buildingdes continuous bsridging suchrl bs plywood required here s ownand/4r tlrywall(BC). "�` �{3 1\ V' p ry o designer. 3.2x impact bdtlging or lateral bracing where shown„ fl{1... 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility ofthe respective contractor. SEQ. : K 15 0 4 919 fasteners are complete and et no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment design loads be applied to any compgnent. and are for"dry condition"of use. TRANS I D: LINK 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes all beery);at all suppods shown.Shim or wedge if EXPIRES:ES: 12/31(2015 scary. fabrication,handling,shipment and installation of components. 1.Design assumes adequate drainage is provided. November 3,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIMWCA In BCS',copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CoorpuTfus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-101) 68 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 POE 0'- 0.0" -87/ 47BV -23/ 122H 5.50" 0.76 KDDF ( 625) 5'- 9.2" 0/ 74V 0/ OH 5.50" 0.12 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -66/ 160V 0/ OH 1.50" 0.26 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed - 0.200" MAX TC PANEL LL DEFL = 0.080" @ 3'- 7.2" Allowed - 0.396" MAX TC PANEL TL DEFL = -0.092" @ 3'- 4.8" Allowed = 0.593" 5-11-11 I MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 12 6.00 1 3 Design conforms to main windforce-resisting 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=l.6, Truss designed for wind loads in the plane of the truss only. o � P Icor oF l 2�� 4 1181. 1 M-3x4 l l l 1-06 6-00 (PROVIDE FULL BEARING:Its:2,4,3P c,Eo aF�Ss �` BGG - 4N8-N SER 1 . `t 892'00PE JOB NAME : 5017-B POLYGON - DJ3 ,, �� Scale: 0.5809 4051011P.: • WARNINGS: GENERAL NOTES, unless otherwise noted, ` _ v '. 1.Budder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an IndividualF3 OEG'CJNI Warnings before construction commences. building component.Applicability of design parameters and proper , Truss: DJ3 and Wa /4^ 2.Tt4 compression web bracing mutt be nataIt d where shown+ incorporation of component is the responsibility of the building designer. /r `!'7�r 2.©• *= 3.Additional temporary bracing tonsure stability during construction 2 Design assumes the top and bottom unlesschobrds aced throughout ly theirbraceal a S '' ' Is the responabdty of the erector.Additional permanent bracing of o.c.and at 10 o c respectively braced their length by jk I h Q DATE: 11/2/2015 the overall structure Is the res onsibiCof the buildingdesigner. continuousxI sheathing or suchr l as pcwootl required to s ownandf+tlrywell(BC). ‘l P b g 3.2x Impact bridging or lateral bracing requiretl where shown++ SEQ.: K 15 0 4 9 2 0 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS I D: LINK design loads be applied b any component, and are for d y conditionof use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes roll beating et all supports shown.Shim at wedge If EXPIRES: 12131 f2015 fabrication,handling, necessary. shipment and installation of components. 7.Design assumes adequate drainage is provided. November 3,201 5 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPWVTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint centerlines. 9.Digits indicate size of plate In Inches. Wel(USA,Ino./CompuTrus Software 7.6.6(1 L)-E fo.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 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-5=(0) 0 BC: 2x9 KDDF 816BTR 1 SPACED 24.0" O.C. 2-3=(-127) 92 I 3-9=( -64) 25 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 1 DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 POE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -59/ 456V -30/ 151H 5.50" 0.73 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -136/ 337V 0/ OH 1.50" 0.43 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.7" -13/ 5V 0/ OH 1.50" 0.01 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL-L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed - 0.150" MAX TL CREEP DEFL - -0.014" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.097" @ 2'- 9.3" Allowed = 0.398" MAX TC PANEL TL DEFL = -0.051" @ 2'- 11.9" Allowed = 0.596" MAX HORIZ. LL DEFL = -0.001" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.001" @ 7'- 10.9" 4 -/ 12 6.00 f Design conforms to main windforce-resisting system and components and cladding criteria. 3 Wind: 190 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, 0 Truss designed for wind loads in the plane of the truss only. I I O f o f -� 5 >.,___ p I M-3x4 • 1 1-06 y 6-00 l 1-11-11 1 • • �p P �,- • • • (PROVIDE FULL BEARING;Jts:2,5,3,9 ‹ '. 89200PE JOB NAME : 5017-B POLYGON - DJ4 Scale: 0.5002 • WARNINGS: GENERAL NOTES, unless otherwise noted. ft. SS//--C)).... �� ON � : 1.Builder and erect M ctE sh ull be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual Truss: DJ4 and Warnings beforeconstrection co merles. building component.Applicability o/design parameters and proper • 2.2x4 compression bbracing m eBatalledwhereshown.. ncorporalceon'oeffi mponenlistheresponsbilityofthebmldngdestgnec /f� "�� 12. -.j..,. 3.Additional temporary bracing b I w stability during construction 2.Design a the top and bottom chords to be laterally braced a[ is the responstbday f theerector.A tlitlonal permanent bracing of 2'o.c.and at 10'o c.sash as ply unless braced throughout their length by /a�_ �� DATE: 11/2/2015 the overall structure is the re8 onsb of buildingdesigner. continuous sheathing or suer lbalywg red uire stens s awnetlrywall(BC). / {,`,1 ri P ty o e 3.2x Impact bridging or lateral bracing required where shown�« '!fl s.. SEQ. : K15 0 4 921 4.No load should be applied to any cothpenent until after a®bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and et no time Should any mads greater than 5.Design assumes trusses are to be used In a non.conosive environment, and are for"dry condition"o/use. TRANS I D: LINK design bads be applied to any component.5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes NII bearing al all supports shown.Shim or wedge EXPIRES: 12/3112015- eery. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is prodded. November 3,2015 8.This design is furnished subject to the limftations set/ant by 8.Plates shall be located on bath faces of truss,and placed so their center TPIAMCA In BCS(,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Diggs indicate she of plate In Inches MTek USA,Inc./CompuTrus Software 7.8.6(1 L)-E no.For basic connector plate design values see ESR-1311,E5R-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KIDDY#1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-5=(0) 0 SC: 2x4 KDDF #19BTR SPACED 24.0" O.C. 2-3=(-170) 98 3-4=( -76) 34 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSE DL ON BOTTOM CHORD = 10.0 POE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -41/ 452V -38/ 182H 5.50" 0.72 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 66V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -157/ 368V 0/ OH 1.50" 0.47 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.7" -45/ 95V 0/ OH 1.50" 0.15 RODE ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = -0.028" @ 2'- 11.9" Allowed = 0.398" MAX TC PANEL TL DEFL = -0.048" @ 2'- 11.9" Allowed = 0.596" MAX HORIZ. LL DEFL = -0.002" @ 9'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 9'- 10.9" 4 -, Design conforms to main wiedforce-resisting system and components and cladding criteria. 12 ') Wind: 140 mph, h=21.7ft, TCDL=4.2,SCDL=6.0, ASCE 7-10, 6.00 (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. 3 0 o oN M O t .P21 1 M-3x4 y 1-06 y 6-00 y 3-I1-11 y 1 c_Q PR-,OF��• 'PROVIDE FULL BEARING;Jts:2,5,3,4I _: �� C I N 4s� ,l C& Q,(^� ,wee 89200p E JOB NAME : 5017-B POLYGON - DJ5 Scale: 0.4225 WARNINGS: G. hRAeNOTEb, unless on erwisethe noete: ©flEUOIV ted• Truss• DJ51and anWarnings before contractorshouldcommences. be ancvisetl of all General Notes buil buidelding co is neat.ased only upon the pares pa mown and and proper individual • and Warnings before constmdwn commencos, incorporation component Applicability neatis of spo si parameters and Proper A 1L 2.2u4 compression web bracing must be installed where shown+. Incorporaton of component is the responsibility blrty of the building designer. 25 w44' 2S 1'\ 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chobrads ced o dbthroe ally braced at ! `'..t.1 V Is the respons bitty of the erector.Additional permanent bracing of 2 o.c.and at 10 0.0.respectively as oN unless bracetl throughout their length by 1114 '''th DATE: 11/2/2015 the overall structure is the reaoneiblu of buildingden continuousxImpact shgingror wehaspcng requod ired wh re sho) Wor tlrywell(8C). 111 IL� p Na goer. 3.2a Impact br d91ng or lateral Orating required where shown"--f 'F TRSEQ.: K1504922 4.No load 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 mads greater than 5.Design assumes trusses are to be used In a noncorrosive environment. TRANS ID: LINK design loads be applied to any component. and are for"dry condition"Druse. 5.CompuTrus has no control over and assumes no responsibility for the B.Design assumes full bearing at all supports shown.Shim or Wedge it EXPIRES:12/31/2015 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 3,2015 5.This design is furnished subject to the limitations sat forth by 8.Plates shall be located on both faces of truss,and placed so their center TPVWfCA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Ino./CompoTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR ii LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-6-(0) 0 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-208) 105 3-9=(-101) 96 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=) -39) 18 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 18.0" 0.0" • TOTAL LOAD= 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) '�. LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -29/ 454V -46/ 221H 5.50" 0.73 KDDF ( 625) 5'- 9.2" 0/ 66V 0/ OH 5.50" 0.11 KDDF ( 625) 'LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -158/ 354V 0/ OH 1.50" 0.95 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -99/ 196V 0/ OH 1.50" 0.25 ROOF ( 625) 11'- 11.7" -19/ 46V 0/ OH 1.50" 0.07 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/18D MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed - 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed - 0.200" MAX TC PANEL LL DEFL = -0.030" @ 2'- 11.9" Allowed = 0.398" MAX TC PANEL TL DEFL = -0.050" @ 2'- 11.9" Allowed = 0.596" MAX HORIZ. LL DEFL - -0.002" 0 11'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 11'- 10.9" r, Design conforms to mai n windforce-resisting ,, 4 system and components and cladding criteria. 12 Wind: 190 mph, h=23.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 0 (All Heights), Enclosed, Cat.2, Exp.B, MW£RS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 3 0 er 1( M 0 a 0 2 6 1 O M-3x4 EQ :PROF-44,- 1-06 6-00 I 5-11-11 .....fA�co' GI NE. ric, fsz PROVIDE FULL BEARING;Jts:2,6,3,4,5 I � �}�'S p .w • .1� 00r- ` .. 401/ oe' JOB NAME : 5017-B POLYGON - DJ6 Scale: 0.3768 /� WARNINGS: GENERAL NOTES, unless otherwise noted: //��TT^�ya J�h 1a� r 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown ands for an individual �t CDF EL7o1V Truss: DJ6 and Warnings before construcibn Bem building component.Applicability of design parameters and proper (esooas 2.204 compression web bracing must tnatalled where shown t. Incorpoalon of component sthe respons bllay of the building designer. � !) 3.Additional temporary bracing to insu stability during construction 2 Design assumes the top and bosom unlchoess brads ced be throughoutaterally braceda14 tit �� is the responslbBty of the erector.Ad Rbnel permanent bracing of 2'o.c,and at 10'o c respectively as ey unless braced their length by -../1, ?._ continuous sheathing such as Going tl here)and/or tlrywall(BC). " / R 1 l DATE: 11/2/2015 the overall structure Is the responaml y of the building designer. 3.24 Impact bridging or lateral bracing required where shown«. fl 1+. SEQ.: K1504923 4.No load should be applied to any corpponent until after an bracing and 4.Installation of truss is the responsibisy of the respective contractor. fasteners are complete and at no lima should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Degeasumes NII bearing at all supports shown.Shim or wedge If EXPIRES: 12/311201-5 ..-, fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 3,2015 8.This design is furnished subject to thehelimitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPUWrCA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. - 8.Digits indicate size of plate in inches. M)Tek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiFek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-247) 122 • 3-4=(-148) 61 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -67) 31 BC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF DL ON BOTTOM CHORD = 10.0 POE OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL - 25 PSF Ground Snow (Pg) 0'- 0.0" -24/ 456V -55/ 257H 5.50" 0.73 KDDF ( 625) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -154/ 338V 0/ OH 1.50" 0.43 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -138/ 271V 0/ OH 1.50" 0.35 KDDF ( 625) 13'- 11.7" -53/ 109V 0/ OH 1.50" 0.17 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc,spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = -0.032" @ 2'- 11.9" Allowed = 0.398" MAX TC PANEL TL DEFL = -0.052" @ 2'- 11.9" Allowed = 0.596" MAX HORIZ. LL DEFL = -0.003" @ 13'- 10.9" MAX HORIZ. TL DEFL = -0.003" @ 13'- 10.9" 5 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 load duration factor=1.6, 6.00 4 Truss designed for wind loads in the plane of the truss only. r1 o 3 p 1 r m O d' .0_41.1111111=11111 -/ 2"_� 6�_' I 1 o M-3x4 J' 1-06 y 6-00 1 7-11-11 y �ca• NAGIN, . 0.. .,. 'PROVIDE FULL BEARING;Jts:2,6,3,4,5 I (��]j''{/�p401P .. " . JOB NAME : 5017-B POLYGON - DJ7 Scale: 0.3282 WO •/� - - - WARNINGS: GENERAL NOTES, unless on thep anoete "'OREGON �A_ Truss DJ7 1. uilder and erection contractor should be advised of all General Notes 1.This design W based only upon the parameters shown and Is for an individual • and Warnings before construction commences bulling component.Applicability of design parameters and proper 4 l' N� /� compression we ng mu incorporation or component the respons bit ty of the building designer. 'T aDc 2.2x4 tom b hist must be installed where shown�. inru r/t '1 4 f 3.Additional temporary bracing to insure stab IM1y during construction 2.Design and cr 1 assumes the top and bottom chords to be laterally braced eat n CJ Is the responsibility of the erector.Additional permanent bracing of 7 o c. at 10 o.c.respectively unless braced throughout their length by A DATE: 11/2/2015 the overall structure is Me responsibility of building dee. continuous ridging or such as plywood aired a g(TI1 ownand/+tlrywell(BC). r R}[ ! --- .-- SEQ.: P ty o g g^en 3.2x ImpaG bridging or lateral bracing required where shown i+ `('T f7 F l+- S E Q.: K15 0 4 9 2 4 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are ordry condition"of use. p j/x�I jet l 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at al supports shown.Shim or wedge if EXPIRESS: 1 2/3 1120 1 5 neceand installation of com wary. fabrication,handling,shipment Panay T,Designlatesallassumesbe adequate tothifage is provided. November 3,201 5 6.This design is famished subject to the limitations set forth by e.Plates shall be located on both faces of truss,and placed so their center TPIANrCA In BCS',copies of which will be furnished upon request. lines coincide with joint center line. 9.Digits indicate size of plate in Inches. MITek USA,Ino./CompuTnls Software 7.6.6(OL)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 91&BTR • LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-7=(0) 0 BC: 2x9 KDDF 91&BTR SPACED 24.0" O.C. 2-3=1-287) 142 • 3-9=1-184) 79 TC LATERAL SUPPORT <= 12"00. DON. LOADING 9-5=1-108) 58 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE 5-6=( -49) 20 DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 16.0" 0.0" TOTAL LOAD = 42.0 PSF • BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -23/ 955V -63/ 293H 5.50" 0.73 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.2" -161/ 343V 0/ OH 1.50" 0.94 KDDF ( 625) 9'- 11.2" -128/ 246V 0/ OH 1.50" 0.32 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 13'- 11.2" -113/ 226V 0/ OH 1.50" 0.29 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 15'- 11.7" -16/ 33V 0/ OH 1.50" 0.05 KDDF ( 625) 'OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = -0.031" @ 2'- 11.9" Allowed = 0.398" MAX TC PANEL TL DEFL = -0.051" @ 2'- 11.9" Allowed = 0.596" MAX HORIZ. LL DEFL = -0.009" @ 15'- 10.9" I . 6 MAX HORIZ. TL DEFL = -0.009" @ 15'- 10.9" I 5 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=24.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 I m 0 I • • rn o o t I Io 1 M-3x9 • '",'-t, � E� P R OPE S l 1 l l 1-06 6-00 '',, 9-11-11 .j'r, r�. s .. ./9�, 'PROVIDE FULL BEARING;Jts:2,7,3,4,5,6I V� 0 .�'T _. JOB NAME : 5017-B POLYGON J8 ,�/u Scale: 0.2998 (� 7-�4/� _ WARNINGS: GENERAL NOTES, unless otherwise noted i f,/Re l/N C(/� 1.Bolder and erection contractor should headvised of all General Notes I.This design is based only upon the parameters shown and Is for an lndivldual �q. t Truss: DJ8 and Warnings before sonstroodon cop a building component Applicability of design parameters and proper � 7/ Zoe �'\ 2.204 compression web biasing must beiinstalled here shown+ Incorporation of component is the responsibility of the building designer. /hF at 3.Additional temporary bracing to Insure'stability during construction 2.Design assumes the lop and bottom chords to be laterally brecetlen V A '' is the responsibility of the erector.Atltllt on I permanent bracing of 2 o c and at 10'o c.respectively unless braced throughout their length by //� continuous sheathing such as plywood sheathing(TC)and/or drywall(BC) `f F� I{ �. DATE: 11/2/2015 the overall structure s the responsibllily of the budding designer. 3.Dr Impact bridging or lateral bracing required where shown+* n l.. SEQ . K 15 0 4 9 2 5 4.No bad should be applied to any component until after all bracing and 5.4. allation of truss is thhe are to sie ubxtl fIthe nonc dive contractor.nmenl, nvon fasteners are complete and at no time should any loads greater thanDesign assumes design loads be applied to any component. and are for"dry condition"of use. TRANS ID: LINK 5.CompuTrushas nocontrol over and assumes noresponsibility for the B.Design assumes full bearing alall supports shown.Shim orwedge if EXP RES: 12/3112015 fabrication,handling, mery. edismeecto eslmitatios components. 7.Penis abelced on eoth drainageisrusNovember 3,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so Meir center TPIIWTCA in BCS',copies of which will be furnished upon request. Ines coincide with joint center lines. 9.Digits indicate alae of plate In inches. MiTek USA,Ino./CompuTrus Softi are 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 8.9" IBC 2012 MAX MEMBER FORCES 4WR/DOF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-7=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-323) 159 3-4=(-216) 96 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=(-149) 69 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=) -65) 30 DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 18.0" 0.0" TOTAL LOAD = 92.0 PST BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -23/ 455V -70/ 325H 5.50" 0.73 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE.SPATIAL 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.2" -166/ 346V 0/ OH 1.50" 0.49 KDDF ( 625) 9'- 11.2" -123/ 234V 0/ OH 1.50" 0.30 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 13'- 11.2" -145/ 285V 0/ OH 1.50" 0.36 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 17'- 8.9" -50/ 97V 0/ OH 1.50" 0.16 KDDF ( 625) [COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing- VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.019" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = -0.031" @ 2'- 11.9" Allowed = 0.398" MAX TC PANEL TL DEFL = -0.051" @ 2'- 11.9" Allowed = 0.596" 7-03-12 • 10-05-03 MAX HORIZ. LL DEFL = -0.005" @ 17'- 8.2" MAX HORIZ- TL DEFL = -0.005" @ 17'- 8.2" iI :::::C1::::::;::°::::6: rmstomainwindforce-resisting omponents and cladding criteria. 5 o Wind: h5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, ;Ies), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12on factor=l.6,6.00 ned for wind loads in the plane of the truss only. ti ii M-3x5(5) ml 3 M 4, O M-3x4 y J, y y GI NE.�R r 1-06 6-00 11-08-15 ,. - (PROVIDE FULL BEARING;Jts:2,7,3,4,5,6 I JOB NAME : 5017-B POLYGON - DJ9 �� - Scale: 0.2773 WARN1.Builder G. hRAeNOTEb, unless otherwiseteramete ©fICUON � 1.Builder antl erection contactor should be advised Nall General Notes t This design abased only upon the parameters shown and is for an individual yam. Truss: DJ9 and Warnings before construction commences. building component Applicability&design parameters and proper - N� /4 2.254 compression web bracing must be installed where shown+. incorporation of component Is the responsibility of the building designer. ^��it y p I.Additional temporary bracing to Insure stability during construction Z Design assumes the top and bottom chords to be laterally braced at -6 1' {.�0 (' is the responsibilty of the erector.Additional permanent bracing of 2 o.c.and at 1G o c respectsely unless braced throughout their length by V C' DATE: 11/2/2015 the overall structure Is the res onsibi6of the building designer. continuous moue shg gior suchrl bs plywoodc required iwhere a randier dryvrell(BC). yn.� .}��, p M g Boer. 3.20 Impact bridging or lateral bracing where shown++ ` 1 SEQ.: Ki5 0 4 9 2 6 4.No load should be applied to any component cHit after all bracing and 4.Installationfor"dry truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used in a non-corrosive environment TRANS ID: LINK design loads be applied to any component andarefordryconadion"or use. 5.CompuTrushasnocontroloverandassumesnoresponsibilityforthe S Design assumes mllbearing atall wpponsshown.Shim orwedge if EXPIRES:-12> 1f2015 ssery. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. November 3,2015 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TP WJTCA in BCS(,copies of which will be furnished upon request. lines coinGde with joint center lines. 9.Digits indicate size of plate In Inches. MITek USA,Ino./Compulrus Software 7.6.6(1 L)-E tO.For basic connector plate design values see ESR-1311,ESR-7988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 7.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF'#16BTR LOAD DURATION INCREASE = 1.15 1-2=(-239) 120 1-5=(0) 0 BC: 204 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-140) 56 3-4=( -61) 29 TC LATERAL SUPPORT <= 12"OC. UON. -I LOADING BC LATERAL SUPPORT <= 12"OC. UON. 4L( 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 TOTAL LOAD = 42.0 POE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 237V -51/ 205H 5.50" 0.38 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -162/ 344V 0/ OH 1.50" 0.44 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.2" -120/ 243V 0/ OH 1.50" 0.31 RODE ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 13'- 7.5" -46/ 99V 0/ OH 1.50" 0.16 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX TC PANEL LL DEFL = 0.039" @ 2'- 11.8" Allowed = 0.397" MAX TC PANEL TL DEFL= -0.053" @ 2'- 11.9" Allowed = 0.596" MAX HORIZ. LL DEFL = -0.003" @ 13'- 6.8" 4 MAX HORIZ. TL DEFL = -0.003" @ 13'- 6.8" 01 Design conforms to main windforce-resisting system and components and cladding criteria. 12 , Wind: 140 mph, h=22.6ft, TOOL=4.2,BCOL=6.0, ASCE 7-10, 6.00 F SII (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. I i cm I r a m 0 M-3x4 Ep PROF b 6-00 y 7-07-08 y �c ' GIN,s.• 4', . 'PROVIDE FULL BEARING;Jts:1,5,2,3,4 ' \J' 'p , 89200PE '�'c,. JOB NAME : 5017-B POLYGON I- DJ Scale: 0.3706 -� • � WARNINGS: GENERAL NOTES, unless otherwise ted. • RE OIV � _ 1.Builder and erectiont ct1 shout be advised of all General Notes 1.This design is based only upontheparameters shown ands for an ndiumual w. 4. Truss: EDJ and Wammgsberoconstructionco menses. building component.Applcabiltty rd gnparametercandproper ,..4"4-'0_,I..... V • 2.2k4 compression web bracing st b tell d where shown�. Incorporation of component la the responsibility of the building designer. '<) 2©� 3.Additional temporary bracing tD r stability during construction 2.Design assumes the top and bottom chorda to be lateraIR braced at [L,JJ14 'r++� Is the responsibility 'the ct Ad boost permanent bracing of 2ntin and at l0oc.respecasey unless braced throughout length by {a9'7 DATE: 11/2/2015 the overall structure a the res onsibi of the buildingcontinuous sheathinging such bs plywood sheath here shown andJ0r tlrywell(BC). "T` {�' 1` �- p designer. 3.2a Impact bridging or lateral bracing required where «. r 1 t l� SEQ.: K 15 0 4 9 2 7 4.No load should be applied to any combonent until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: LINK design mads be applied to any component. 6. and ss for condition. ide ring m 0e supports shown.Shim or wedge 5.CompuTrus has no control over and assumes no responsibility for the s�ry. EXPIRES:12/31/2015 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 3,2015 6.This design is furnished subject to the.limitations set forth by 8.Plates shall be located on both races of truss,and placed so their center TPIAN1CA In BCS',copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1908(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 3.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 29.0" O-C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"00. UON- LOADING BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=20.6ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Rap.13, 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 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. 5-07-08 5-07-08 '1 1' 1' 12 12 6.00 I; - Q 6.00 IIM-4x9 o "' 0 0 M-3x4 M-3x9 1, y 1-06 11-03 ,�p,ED P R Q �s� ` - 9200PE fix'" JOB NAME : 5017-B POLYGON - F1 � Scale: 0.5334 e /gillil, rw ' WARNINGS: GENERAL NOTES, unlessothese noted' 'OREGON 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown ands for an individual 40- Truss: Fl and Warnings before construction commences building component Applicability of design parameters and proper )\-1* -4_ incorporation 2.2x4 compresson web bracing must be installed where shown+. rot on of component is the respons blitty of the building designer. lry bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 3.Addd Dost tempora © (7i '' y(] am©�s is the responsibility of the erector.Additional permanent bracing of 2o.c.and at 10'o.c.respectively unless braced throughout their length by y�C' DATE: 11/2/2015 the overall structure is the responsibilityfthe designer. continuous sheathing sr such as plywood sheathing(TC)and/or drywall(BC). . Il I'it 1�, V .- DATE: o building g 3.2x Impact bridging or lateral bracing required where shown++ (Z l� SEQ.: K1504928 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any mads greater than 8.Design assumes Misses are to be used in a nonconosid environment, TRANS I D: LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31(2015 ne.fabrication,handling, snary. shipment to installation offorth components. 7.Designlsshall b assumes adequate tthdrainage to truss.and November 3,201 5 6.This design is furnished subject to the limitations set by 8.Plates shall be located on both faces of truss,and placed so their center TPUWlCA in BC51,copies of which 0111 be furnished upon request. lines coincide with joint center lines. 9.Diggs indicate sae of plate in inches. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E to.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 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-170) 101 1-4=(0) 0 BC: 2x9 KDDF 4{16BTR SPACED 29.0" O.C. 2-3=( -76) 34 • TC LATERAL SUPPORT <= 12"OC. UON. • LOADING BC LATERAL SUPPORT <= 12"OC. UON. 'ILL( 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) TOTAL LOAD = 42.0 PSF 0'- 0.0" -21/ 235V -36/ 147H 5.50" 0.38 KDDF ( 625) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.2" -169/ 370V 0/ OH 1.50" 0.97 ROOF ( 625) 9'- 11.7" -44/ 87V 0/ OH 1.50" 0.14 ROOF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL •REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.037" @ 2'- 11.8" Allowed = 0.397" MAX TC PANEL TL DEFL = -0.049" @ 2'- 11.9" Allowed = 0.596" MAX HORIZ. LL DEFL = -0.002" @ 9'- 10.9" 3 MAX HORIZ. TL DEFL = -0.002" @ 9'- 10.9" 12 I Design conforms to main windforce-resisting 6.00 1 �I system and components and cladding criteria. '. Wind: 190 mph, h=21.7ft, TCOL=9.2,BCDL=6.0, ASCE 7-10, ", (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 2 0 a 0 N M O I d' 1 o M-3x4 y y b • ❑ 6-00 3-11-11 9EO Prl0•7_e 'PROVIDE FULL BEARING;Jts:1,4 2,3 ' _ I N • • 89200PE • <` JOB NAME : 5017-B POLYGON - J5 Scale: 0.9765 •�� (� WARNINGS: GENERAL NOTES, unless otherwise noted: ��� �� 's� 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual Truss: J5 and Warnings before constooton commences. budding componentApplicability of design parameters and proper ,,s A 2.2x4 compress on web bracing must be Inst U dwhere shown+, incorporation of component w the responsibility of the building desgner. ' ' ' 14 2Q` 1 3.Additional temporary bracing to Insu a stability during construction 2.Design assumes the top and bottom chords to be laterally braced at [ fr �'^ 2 o.c.and at 10.tic.respectively unless braced throughout their length by 1 is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). rrFt. ���,�'"DATE: 11/2/2015 the overall structure le Ne responsibility of the building des gner. 3.2x Impact br dg ng or lateral bracing required where shown++ SEQ.: K1504929 4.Noload should be applied to any component until atter an bracing and 4.5. allation of trusts the reretobeuleednthe nonconrespective oeontrraironrment, fasteners are complete and at no time should any loads greater than Design assumes design loads be applied to any wmppnenl. and are for"dry condition-of use. TRANS ID: LINK S.Compurmshasnocontroloverandassumesnoresponsibilityforthe B.Design assumesfullbearing atall supports shown.Shim orwedge it EXPIRES: 12/31/2015 ssary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 3,2015 S.This design is furnished subject to the limitations set fodh by B.Plates shall be located on both faces of truss,and placed so their center TPIM?CA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Ones. 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 9.5" ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 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"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=20.6ft, 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 POP load duration factor=l.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR DOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. 12 5.00 p 3 -/ 0 no AI0 2 iliiiii o , of _� Am -, 0 4 M-3x4 .6 ,6 l 1-06 6-09-08 892'00PE JOB NAME : 5017—B POLYGON — G1 ��. Scale: 0.6999 WARNINGS: GENERAL NOTES, unless otherwise noted: der OnC�O1V "e6,_ 1.Builder and erection contractor should be advised of all General Notes 1.This design A based only upon the parameters shown and is for an indry dual Truss: G1 and Warnings before construction commences building component.Applicability of design parameters and proper Ge ©� �/� 2.254 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. �6 14 d 3.Atlddlonel temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at • V Ie the responsibility of the erector.Additional permanent bracing of Tos.and M 10 o.c.respectNey unless braced throughout their length by ��f `_ continuous sheathing such as ptywood sheathing(TC)and/or drywall(BC). -'�/�+�'f"[]-.Wt... , DATE: 11/2/2015 the overall structure is the responsibility of the building designer. 3.25 Impact bridging or lateral bracing required where shown+i !"7 fl I S E K 15 0 4 9 3 0 4.No load should be applied to any component until after all bracing and 4.Installation of lues is the responsibility of the respective contractor. Q fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used in a noncorrosive environment, design loads be applied to any component. and are for"dry condition"of use. TRANS I D: LINK 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes hull bearing at all supports shown.Shim orwetlge If EXPIRES:RES: 12/31/2015 fabrication,handling, nem...ry ed lsujecto eimaatios components. 7.Designassumeseadequate othi face is provided. November 3,2015 B.This design Is furnished subject to the limitations set forth by R.Plates shall be boated on both faces of tinea,and placed as their center TPIAATCA In SCSI,copies of which will be furnished upon request lines coincide wth joint center lines. 9.Digits Indicate size of plate in inches. MiTek USA,Ino./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-4-(0) 0 BC: 2x4 KDDF #10016 SPACED 24.0" O.C. 2-3=(-75) 31 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) • OVERHANGS: 18.0" 0.0" ':. TOTAL LOAD = 42.0 PSF 0'- 0.0" -78/ 418V -13/ 82H 5.50" 0.67 KDDF ( 625) 3'- 9.2" 0/ 47V 0/ OH 5.50" 0.08 KDDF ( 625) • LL = 25 PSF Ground Snow (Pg) 4'- 0.0" -93/ 102V 0/ OH 1.50" 0.16 KDDF ( 625) • LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 12 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" 6.00 MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.021" @ 2'- 5.4" Allowed = 0.248" MAX TC PANEL TL DEFL = 0.019" @ 2'- 5.4" Allowed = 0.372" • 3 ,, MAX HORIZ. LL DEFL = -0.000" @ 3'- 11.2" •• MAX HORIZ. TL DEFL = -0.000" @ 3'- 11.2" • '' )Design conforms to main windforce-resisting system and componentsand 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), o load duration factor=1.6, i Truss designed for wind loads o in the plane of the truss only. I N IIIIIII°°"l111111111111111111 o 4. O e�l 4 11111,-. 11 i M-3x4 1 • • • l l l 1-06 9-00 IPROVVIDE FULL BEARING;Jts:2,4,3 I c-A) R.0_-_4- -GI N ,9c3l� &9200PE • • JOB NAME : 5017-B POLYGON - H1 Scale: 0.7911 "� /� Builder G. hRAegnisb, unless o the ise yi OREGON 41 1.Bu)der and erection contractor should badvised of all General Notes 1.This design abased only upon the parameters shown and is for an lndn•dual / a,, Truss: H1 and Warnings before construction commences. building component Applicability of design parameters and proper A N 2.2z4 compression web bracing must beinstalled wh eshown+, incorporation of component s the responsibility of the binding designer. - -4).- ©� 1 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords braced to be laterally braced al 1 il', {r d'r is the responsibility of the erector.Additional permanent bracing of •2oc and at 113.o.c.respectively unless braced throughout their length by A..-- - V DATE: 11/2/2015 the overall structure is the responsibility of boldo designer. ca Impact rhginglogateralbas aywgodahae whereshownordrywell(BC). l ey}` �, V pons h a g3.co bridging or lateral bnlworequ required where shown++ I l t 1� SEQ.: K 15 0 4 9 31 4.No load should be applied to any component until after et bracing and 4.Installation dimes Is the responsibility of the respective contractor. fasteners are complete and at no tee Should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID' LINK design bads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and edsumesnoresponsibility for te 8.Design eswme5Nilbearing aletsupports shown.Shim orwedge if EXP I.RES: 1213112015 necefabrication,handling, esery esujectto theIstellosfaompoheyte. T.Designassumesbeoed on eothifage is ruslsed. November 3,2015 6.This design re fumished subject to the Imitations set forth by e.Plates shall be boated on both(aces of truss,and placed so their center TPIIWTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MIrek USA,Ino./CompuTrus Software 7.6.6(1L)-E IS.For basic connector plate design values see ESR-1311,ES8-1988(M/rek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 1#1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-208) 106 1-5=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3-(-102) 38 3-4=( -37) 18 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 DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 92.0 POP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 236V -49/ 178H 5.50" 0.38 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 6BV 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -165/ 356V 0/ OH 1.50" 0.46 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.2" -92/ 1BOV 0/ OH 1.50" 0.23 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 11'- 11.7" -20/ 47V 0/ OH 1.50" 0.07 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX TC PANEL LL DEFL = 0.038" @ 2'- 11.8" Allowed = 0.397" MAX TC PANEL TL DEFL = -0.051" @ 2'- 11.9" Allowed = 0.596" MAX HORIZ. LL DEFL = -0.002" 0 11'- 10.9" 4 -, MAX HORIZ. TL DEFL = -0.002" @ 11'- 10.9" I (� Design conforms to main windforce-resisting 12 system and components and cladding criteria. 3 iiiiiiiiiiiiiiiill 6.00 Wind: 140 mph, h=22.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, �) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 2 O I M O p, o 1 5�� '-/ O M-3x9 6-00 y 5-11-11 y c.o PRQrFS [PROVIDE FULL BEARING;Jts:l,5,2,3,9 I _�J�`� + 1^S""I� GLR `. FTS, 89 � FE JOB NAME : 5017-B POLYGON - J6 scale, D.9DB5 4111.111V4'1."' - GENERAL NOTES, unless otherwise noted WARNINGS: I • 1.Builder and erection contractor should he advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an indNidual O nEGON �L • . Truss. J6 and Warnings before construction commences. buildingcomponent.co Applicability th redesign parametersandproper �, 2.2x4 compression web bracing must be Installed where shown+, incorporation of component c the responslbiltly of the building designer. • •/'� 4 t p O _ 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the lop and bottom chords to be laterally braced at 4 is the responsibility of the erector.Additional permanent bracing o! 7oc.and at 10 o.c.respectively unless braced throughout their length by {�a'� V DATE: 11/2/2015 the overall structure is the responsibility of boldo des continuoussheathingngeteralbas alywood aired sheathing(TC)shownor (�i. pr.J��. V p N o g goer. 3,2x Impart bridging or lateral bracing required whore shown�t fl F SEQ.: Ki5 0 4 9 3 2 4.No load should be applied to any component until after all bracing and 0.Installation of truss is the responsibildy of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D. LINK design loads be applied to any component. and are or"dry condition"reuse. 5.CompuTrushasnocontroloverandas responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/201.5- ssa a fabrication,handling,shipment and Installation of components. 7.Plates assumes adequate tonodthl face is provided. 6.This design lsfurnished subject lothe llmftalionsset forth by 8.Pletesshall belocetedonbolhfaceaoftruss,and placed sotheir center November 3,2015 TPIMTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sae of plate In inches. MiTek USA,IncJCompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-7311,ESR-7988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 9.5" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-5=(-54) 72 3-5=(-210) 173 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-115) 96 WEBS: 2x9 KDDF STAND 3-4=( -9) 4 • LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD.= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" I 0'- 0.0" -86/ 498V -32/ 104H 5.50" 0.80 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 9.5" -32/ 277V 0/ OH 5.50" 0.44 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" • MAX TC PANEL LL DEFL = 0.140" @ 3'- 5.2" Allowed = 0.410" MAX TC PANEL TL DEFL = -0.167" @ 3'- 5.4" Allowed = 0.615" 6-05-12 0-03-12/ / I MAX HORIZ. LL DEFL = 0.001" @ 6'- 5.8" 12 MAX HORIZ. TL DEFL = 0.001" @ 6'- 5.8" 5.00 M-1.5x3 4 -/ Design conforms to main windforce-resisting 3 system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, I Truss designed for wind loads in the plane of the truss only. N rim O / • OI 2 M-3x9 M-1.5x3 • • • 6-05-12 0-03-12 • l 1 • 1 1-06 6-09-08 /- • `z 89200PE • JOB NAME : 5017-B POLYGON Scale: 0.5499 WARNINGS: GENERAL NOTES, unless otherwise noted: ©f1CU O1V 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon e parameters shown and Is for an ndNltlual 1�. Truss: G2 and Wamings before construction coMmences. building component.Applicability of design parameters and proper, _ ��` !� • 2.204 compression web bracing must b!I G II d where shown+ incorporation of component re the responsibility of the building designer. f� � 3.Additional temporary bracing lo Mount stability during construction 2.Design assumes the lop and bottom chords to be laterally braced al is the responsibility of the erector.Ad II permanent bracing of 7 o c and at 10 o c respectively unless braced throughout their length by .h7 N DATE: 11/2/2015 the overall structure sthe reresponsibility ofthe buildingdesigner. Stcoleti ge us sheathing such as plywood cited sheathing(TC)and/or drywall(BC). ":[ -13B1-.1-; l'Y {'}{ �. v spona ty gner. 3.24 Impact bridging or lateral bracing required where shown++ (T f1 1 1.. S E K15 0 4 9 3 3 4.Nolo ed should be applied to any component until after all bracing and 4.Installation of truss is the responsibibly of the respective contractor. 4' fasteners are complete and at no time should any loads greater than 5.Design assumes lasses are to be used in a noncorrosive environment, design belle be applied to any compgnent. and are for"tlry condition"of use. TRANS ID: LINK e.Design assumes full bearing atall supports shown.Shimorwedge a EXPIRES: 12/31f2015 5.CompuTrus has no control over and assumes no responsibility for the necessary fabrication,handling,shipment and lnetallation of components. 7.Design assumes adequate drainage is provided. November 3,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/WICA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. B.Diggs Indicate size of plate In inches. MiTek USA,Int./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-7311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-246) 123 1-5=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0•' O.C. 2-3=(-148) 60 3-4=( -66) 31 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+0L( 7.0) ON TOP CHORD = 32.0 POE DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0•• -22/ 238V -52/ 211H 5.50" 0.38 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -161/ 340V 0/ OH 1.50" 0.43 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.2" -127/ 260V 0/ OH 1.50" 0.33 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 13'- 11.7" -51/ 109V 0/ OH 1.50" 0.17 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. (COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.040" @ 2'- 11.8" Allowed = 0.397" MAX TC PANEL TL DEFL = -0.054" @ 2'- 11.9" Allowed - 0.596" MAX HORIZ. LL DEFL = -0.003" @ 13'- 10.9" 4 MAX HORIZ. TL DEFL = -0.003" @ 13'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. 12 Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, 3 Truss designed for wind loads in the plane of the truss only. IA rn 2 rn ` 'JIB 0 1 z 6►_� M-3x4 Ep PRp� 1 6 oo y 7-11-11 b ItV /- 'PROVIDE FULL BEARING;Jts:1,5,2,3,4 I 89200PE JOB NAME : 5017-B POLYGON - J7 Scale: 0.3692 �_ _jjyyaa WARNINGS: GENERAL NOTES, unless otherwise noted: 'OREGON �/ .. 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual ©REG Iv 1� L Truss: J7 and Warnings before construction commences. buaHing component Applicability of design parameters and proper p � 20au �.` 2.Sao compression web bracing must be mStaII d where shown 4. incorporation of component isthe responsibility of the building designer. 3.Additional temporary bracing to nearer stability during construction 2 Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of Oct.. and at o.c respectively unless braced throughout their length by -- DATE: 11/2/2015 the overall structure is the responsibility of buildingdesl continuousImpactsheathingiinen ltehasplyng requiredd fitters)and/ordrywall(BC). '1r 'Cf�l - p ty o goer. 3.2s bridging or lateral bracing where shown++ fl 1+- SEQ. : K1504934 4.Nobad should beapplied toany component until after all bracing and 5.Installation oftru sIs erretobebilityonenanonoelveetrcoMracaonment, r. fasteners are complete and at no time should any mads greater than Design assumesused trussedesign loads be applied to any component. and are for"dry condition"of use. TRANS ID: LINK 5.CompuTrus has no control over and assumes no responsibildy for the B.Design assumesNllbeatlngatallsuppodsshown.Shlmorwedgei( EXPIRES: 12/3112015 necessary. fabrication,handling,shipment and installation of components. 7.Designassumesbesatled neothi face Is provided. November 3,2015 6.This design is furnished subject to the limdalions set forth by 8.Plates shall be located on both faces al truss,and placed so their center TPIANrCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sae of plate In inches. MITek USA,Inc./CornpaTrus Software 7.6.6(1 L)-E 19.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 13'- 1.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-6=(-256) 654 6-3-( 0) 302 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-786) 149 6-7=(-259) 649 3-7-(-734) 220 WEBS: 2x4 KDDF STAND 3-4=(-136) 127 7-4=(-169) 146 LOADING 4-5=( -9) 4 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA OVERHANGS: 18.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ' LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -100/ 740V -67/ 196H 5.50" 1.18 KDDF ( 625) 13'- 1.5" -65/ 551V 0/ OH 5.50" 0.88 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing' 'AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL - 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL - -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL - -0.016" @ 6'- 11.7" Allowed = 0.610" MAX TL CREEP DEFL - -0.033" @ 6'- 10.6" Allowed = 0.814" MAX HORIZ. LL DEFL - -0.006" @ 12'- 8.0" MAX BORIS. TL DEFL - 0.010" @ 12'- 8.0" 7-00-06 5-09-06 0-03-12 T T T 1' 12 Design conforms to main windforce-resisting 5.00 m' M-1.5x3 system and components and cladding criteria. 5 -/ 4 Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ',. y (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. • M-3x4 3 gen croO Lin • 0 MN Y - 1 2 6 ?S7 o M-3x4 M-1.5x3 M-3x4 y y )' )" 1-06 ), 6-10-10 13-01-08 6-02-14 y , ..:. ED PROS • • &9200PE • • JOB NAME : 5017-B POLYGON - G3 �i�,1•� Scale: 0.3573 -...,..r. e- : •WARNINGS: GENERAL NOTES, unless otherwise noted: ©PICU OIV � Truss: G3 and Warnings befo I.Bolder and erectionshouldba advised of all General Notes I Ths design m based only upon the parametea shown and s for an ndNidual re at cO n commences. bolding component.Applicability of design parameters and proper I) 2.1x4 compression web b g Inuat be rctalletl where shown+ Incorporation of component s the responsibility of the buiM ng designer. ." ] .. ± 3.Additionaltetoporery bracing to ncurel slablty during concthi ton 2 Design assumes the top and bottom chords to be laterally braced at .� �- 7. (,© Is the responsibility of the erector.Addltional permanent bracing of 2 o.c.and at 10'o.c./sash as sty unless braced throughout their length by j� {� V DATE: 11/2/2015 the overall structure is the res onalblof the building tles continuous sheathing such as plywood sheathng(TC)and/or drywall(BC). $ n1 L V p bM g gner. 3.2x Impact bridging or late rel bracing required where shown++ N SEQ.: K1504935 4.No load should be applied to any component until after all bracing and 4. tionoftrussistheareonsibitityoftherespectivecontractor. fasteners are complete and at no time should any loadsthanDesignto greater 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID- LINK design loads beapplied toany component. and are for•tlrycondition"oruse. 5.CompuTrs has no control over and assumes no responsibility forthe S.Design assumes lull bearing et all supports shown.Shim or wedge g EXPIRES: 12/31 f2015 nece fabrication,handling,shipment and!negotiation of components. wary. 7. d. 6.This design Is mmished subject to the limitations set forth by 8.Plates nshall be locatedassumes uoan bdrainage sioo truss,and placed so their center November 3,2015 TPW✓TCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate etre of plate in inches. M7ek USA,Ino./CompuTnls Software 7.6.6(1 L)-E t0.For basic connector plate design values see ESR-1311,ESR-1988(M7ek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-287) 143 1-6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-189) 79 3-4=(-108) 58 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 9-5-) -94) 20 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 P59' DL ON BOTTOM CHORD= 10.0 PSF TOTAL LOAD = 92.0 PSE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -22/ 237V -60/ 245H 5.50" 0.38 KDDF ( 625) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -168/ 396V 0/ OH 1.50" 0.99 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -116/ 239V 0/ OH 1.50" 0.30 KDDF ( 625) 13'- 11.2" -109/ 227V 0/ OH 1.50" 0.29 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 15'- 11.7" -15/ 32V 0/ 011 1.50" 0.05 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL - 0.039" @ 2'- 11.8" Allowed = 0.397" MAX TC PANEL TL DEFL = -0.053" @ 2'- 11.9" Allowed = 0.596" 5 MAX HORIZ. LL DEFL = -0.009" @ 15'- 10.9" MAX HORIZ. TL DEFL = -0.004" @ 15'- 10.9" �I 9 Design conforms to main windforce-resisting system and components and cladding criteria. bl 12 Wind: 140 mph, h=23.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads 3 in the plane of the truss only. ii 0 2 ri M Cr ,OMMEMMEMMEMEMMEMM -/ O - 6 c M-3x4 �, EpPRQ > y GIN r• 1 (PROVIDE FULL BEARING;Jts:1,6,2,3,9,5 I 'v ,,, 8 .. 92OOPE • JOB NAME : 5017-B POLYGON - J8 Scale: 0.3249 Mi. edillP / WARNINGS: GENERAL NOTES, unless otherwise noted -}-yh _• n._ 1.Builder and erection contractor should be advised of all General Notes 1.This designs based only upon the parameters shown and is br en individual OREGON (� Truss: J8 and Wamings be fore construction commences building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporat on of component is the responsibility of the building designer. ��' )�"Q k p Q 3.Additional temporary bracing to nsure stab'ley tludng construction 2.Oeslgn assumesthe lop antl bottom chords to belateralty braced at 1 �'+ is the reopens blly ofthe erector.Adtl tonal permanent bramng of Yoc and atl0 o.c.respectively unless braced throughout their langlh by • A�//_ � • DATE: 11/2/2015 the overall structure is the responsibility of building designer. continuous sheathing such as plywood sheath where eland/or tlrywall(BC). '(141 E R 1 L- p ty a g 9 3.2x Impact bridging or lateral bracing required shown++ r! l� SEQ. : K1504936 4.Nobad should be applied toany component until after allbracingand 5. stagationoftm'russheearepobeollsedlothe hnorespective c environ •ment, fasteners are complete and at no time should any loads greater than Design assumes design meas be applied to any component. and are for"dry condition'.of use. TRANS I D: LINK 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes lull bearing at all suppo s shown.Shim or edge If EXPIRES: 12/3112015 necefabrication,handling, awry shipment and limitations s components. 8.Design shall assumes adequate tobath)face to rusisd.an November 3,20 1 5 8.This design Is furnished subject to the Ilmgelions set forth by 8.Plates be located on Doth faces of truss,end placed so their center TPI/W1CA in BCS(,copies of which will be furnished upon request. lines coincide wdh joint center Ines. 9.Diggs indicate she of plate In Inches. MiTek USA,Ino./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS - TRUSS SPAN 13'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-776) 178 1-5=(-253) 694 5-2=( 0) 299 BC: 2x4 KDDF #103TR SPACED 24.0" O.C. 2-3=(-139) 127 5-6=(-256) 690 2-6=(-723) 216 WEBS: 2x4 KDDF STAND 3-4=( -9) 4 6-3=(-161) 147 LOADING TC LATERAL SUPPORT <= 12"OC. UON. $,L) 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -65/ 545V -69/ 186H 5.50" 0.87 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 13'- 0.0" -65/ 547V 0/ OH 5.50" 0.87 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = -0.015" @ 6'- 10.2" Allowed = 0.609" MAX TL CREEP DEFL = -0.032" @ 6'- 9.1" Allowed = 0.806" MAX HORIZ. LL DEFL = -0.006" @ 12'- 6.5" 6-10-14 5-09-06 0-03-12 MAX HORIZ. TL DEFL = 0.010" @ 12'- 6.5" T T T T 12 Design conforms to main windforce-resisting 5.00 D M-1.5x3 4 system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, Y (Al 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. • iiiiiiiiIIIIM-3X4to m o I ,-i 111111111111 . I WWI Y IEEE 1 5 �6 M-3x4 M-1.5x3 M-3x4 b )' l 6-09-02 6-02-14 J• 13 0o y ��� '*\GPNEz- .6' . xp- 89200PE iv-, JOB NAME : 5017-B POLYGON - G4 Scale: 0.3972 � j_ _ WARNINGS: GENERAL NOTES, unless otherwise noted: •Tl' �}A�L7lJN L 1.Builder and ereGlon controdorshould padvisedo/all General Notes 1.This design is based only upon me parameters shown and is for an Individual e� Truss: G4 and Warnings before construction co M building component Applicability of design parameters and proper t 2.2x4 compression web bnad gmud be'I Rt fl d here shown+. incorporation of component s the responsibility of the building designer. -f li 3.Additional temporary bracing to Insure stability during censtruGlon 2.Design assumes the top and bottom chords to be lateraly braced al a C ''..A © E 4_-. is the responsibility of the erector.Additional permanent breGng of continuous c.and at l0 o c rsuch a vey unless braced throughout their length by I "Y 'es DATE: 11/2/2015 the overall structures thereresponsibility of building des mpactsheathing ogatcheaacing g required oquyod dwhere shown)andior tlrywell(BC). ='1 .I \ , sports tit o g song 3.2x Impact bridging or lateral s pltworequ red whore shown++ SEQ.: K15 0 4 9 3 7 4.No load should be applied to any component until after all braGng and 4.Installation of truss is the responsibilly of the respectle contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID• LINK design loads be applied to any component. arid are for rywnainonoraae. 5.CompuTrus has no control over and assumes no responsibility for the 6nDacassa ssumes full bearing at all supports shown.Shim or wedge it EXPIRES: 12/31/2015 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 3,2015 8.This design is furnished subject to the Imkatians set forth by 8.Plates shall be boated on both faces of truss,and placed so their center TPIIWTCA in SCSI,copies of which wID be furnished upon request. lines coinGde ash joint center lines. B.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTnus SoftWare 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF 441613TR LOAD DURATION INCREASE = 1.15 1-2-( 0) 76 2-4-(0) D BC: 2x4 KDDF 41&BTR SPACED 24.0" O.C. 2-3=(-75) 27 TC LATERAL SUPPORT <- 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 92.0 POP 0'- 0.0" -90/ 905V -7/ 54H 5.50" 0.65 KDDF ( 625) 1'- 10.9" -41/ 52V 0/ OH 1.50" 0.08 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 0.0" 0/ 33V 0/ OH 5.50" 0.05 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed - 0.200" MAX LL DEFL - 0.000" @ 0'- 0.0" Allowed - 0.078" MAX TC PANEL LL DEFL - 0.003" @ 1'- 0.8" Allowed = 0.097" 1-11-11 MAX BC PANEL TL DEFL = 0.006" @ 1'- 9.2" Allowed - 0.200" '' '' MAX BC PANEL TL DEFL - -0.009" @ 1'- 12.0" Allowed - 0.200" 12 MAX HORIZ. LL DEFL - -D.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor-l.6, Truss designed for wind loads in the plane of the truss only. 0 o I III 0 l2�� M-3x4 1 • b l l 1-06 4-00 (PROVIDE FULL BEARING;Jts:2,3,9 I � Q'Ep P QF�'S' �c� GIN1• �2 At� $9200P'E c' i JOB NAME : 5017-B POLYGON - HJ1 Scale: 0.6861 WARNINGS: GENERAL NOTES, unless otherwise noted: 'OREGON' j', ' 1.Builder and erection contractor should be advised of all General Notes 1.T1ds designs based only upon the parameters shown and s for an Individual -� fl U CNV 'w.. A. Truss: HJ1 andwammga before sonshodmn commences bldiog component.Applcabllby of design paramelera and proper V 2.2z4 compression web bracing must be nWallatl where shown+ In50 PoratIon of components the responsibility of the bolding designer. kr- -4}'' y 4 2-'-'6i, . "'`^ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at CJ I is the responsibll ry of the erector.Additional permanent bracing of 2 o.c.and at 10'o c reapectsply unless braced throughout their length by ` cont nous sheathing such as plywood sheathing(TC)and/or drywall(BC). ��Ri t.`4 DATE: 11/2/2015 the overall structure is the responsibility of the building designer. 3.co Impact bridging or lateral bracing required where strewn++ SE4.No load should be applied to any component until after an bracing and 4.Installation of trues is the responsibility of the respective contractor. Q• K1504938 fasteners are corplete and at no bee should any loads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, and are for"dry condition"of use. design mads be applied m am component TRANS ID: LINK 5.CompuTmshasnocontroloverandassumesnore responsibility for the 8.Design assumes full bearing atall suppo nshown.ShlmorwedgeIf EXPIRES: 12131'12015 sponei y ,y, fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. November 3,2015 6.This design Is furnished subject to the limitations set forth by a.Plates shall be located on both faces of truss,and placed so their center TPEWTCA in BCBI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate site of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(IL)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 8.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE - 1.15 1-2- 1601-6=(0) BC: 2x4 KDDF#16870 SPACED 24.0" O.C. 2-3=(-216) 950 3-4=(-149) 68 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 9-5=( -65) 30 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD= 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -22/ 237V -68/ 276H 5.50" 0.38 KDDF ( 625) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -173/ 348V 0/ OH 1.50" 0.45 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -112/ 221V 0/ OH 1.50" 0.28 KDDF ( 625) 13'- 11.2" -139/ 285V 0/ OH 1.50" 0.36 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 17'- 8.9" -47/ 96V 0/ OH 1.50" 0.15 KDDF ( 625) 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/100 MAX TC PANEL LL DEFL 0.039" @ 2'- 11.8" Allowed = 0.397" MAX TC PANEL TL DEFL = -0.053" @ 2'- 11.9" Allowed = 0.596" 6 MAX HORIZ. LL DEFL = -0.005" @ 17'- 8.2" MAX HORIZ. TL DEFL = -0.005" @ 17'- B.2" it Design conforms to main windforce-resisting system and components and cladding criteria. • ',. 4 Wind: 140 mph, h=23.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 %I load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 3 0 SI ,-1 I N O as Al CO O I o M-3x4 � l l y � Q`ED P 0F�� 6 00 11-08 is �� � GINE 1S'0 • (PROVIDE FULL BEARING;Jts:1,6,2,3,4,5 I (L - 9 20 JOB NAME : 5017-B POLYGON - J9 j. Scale: 0.3003 �. WARNINGS: GENERAL NOTES, un6ss otherwise noted ili R>. 1.Builder and erection contractor should he advised of all General Notes 1.This design Is based only upon the parameters shown and is for anndividual -� 'OREGON l(, Truss: J9 and Warnings before construction cammencea building component.Applicability of design para meters and proper I� 2 2x4 compression b bracing must bIhslalled where shown e. incorporation of component n the responsibility bllrty of the build-ng designer. l� •14•f • ©�µ�� 3.Additional tamporarybracing tInsureY1 ability gconshvct on 2 Design assumes the top and bottom chords to be laterally braced at F Is the responsblry f the ct' AddtIo pe ent bracing of 2o.c.and at .respectively unless braced throughout their length by DATE: 11/2/2015continuous sheathing ng such as plywood sheathing(TC)and/or drywall(BC) ' F:11:11.1 U11 1•1\ the overall structu theeponsibilty fth balding designer. 3.2x Impact bridging or lateral bracing required where shown.« ` V SEQ.: K 15 0 4 9 3 9 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and et no time should any roads greater than B.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK designbadsbeapplied to any component. and are ror^aryeonainan^oruse. 5.CompuTrushasnocontroloverandassumesnoresponsibilityforthe 8.Design assumes lull bearing at all suppodsshown.Shie wedge it EXPIRES: 12J31f2015- fabrication,handlin necessary. g,shipment and Iie1alion of components. 7.Design assumes adequate drainage is provided. November 3,2015 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIM'TCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate see of plate in inches. MiTek USA,Ino./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-198e(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x9 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"00. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=20.5ft, TCDL=4.2,SCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD= 92.0 PSF load duration factor=l.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP )4-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 12 9.00 il1I -/ N 1 iimmimimimmimilmmilMidliggill111111 o9 2 N f-- I� roO M-3x4 l l >y 1-06 8-00 ' Q„ED P QF -'.'6:6>:- �� ��G'IN��R �2� 89200PE JOB NAME : 5017—B POLYGON — I1 Scale: 0.6358 j ' GENERAL NOTES, unless otherwise noted: 11. 0",..-.-- WARNINGS: OREGON Z(/ 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual �q -� Truss: I1 and Warnings before construction commences. building component.Applicability of design parameters and proper � 7r � n� • A\ - 2.2x4 compression web bracing must be installed where shown incorporation of component's the responsibility of the building designer. `7 b1 3.Additional temporary bracing to Insure stability during constructor 2,Design assumes the top and bottom chortle to be laterally braced at y�j is the responsibility of the erector.Additionalpermanent bracingof 2 o.c and at 10 o c respectively unless braced throughout their length by r v . continuous sheathing such as plywood sheathing(TC)and/or drywall(BC) Fes,�' ��� DATE: 11/2/2015 the overall structure is the responsiblliN of the building designer. 3.2i Impact bridging or lateral bracing required where shown e a SE K15 0 4 9 4 0 4.Na load should be applied m any component until after all bracing and 4.Installation of truss is the responslbl5ty of the respective contractor. 4• fasteners are complete and at na time should any mads greater than B.Design assumes trusses are to ba used in a noncorrosive environment, and are for'dry condition"of use. assign nada be applies to any component. TRANS ID: LINK 5.CompuTrus bite forme 6.oecessassumeshillbeeringatellsuppo sshown.Shimorwedgeif EXPIRES: 12/31f2015- pu responsibilityN,, fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 3,2015 B.This design Is furnished subject to the limitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center TPIPNTCA in BCSI,copies of which will be furnished upon request. lines coincide wily joint center lines. 9.Digits indicate she of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1906(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 59 2-5=(-50) 66 3-5=(-299) 177 BC: 2x9 KDDF 4S&BTR SPACED 24.0" O.C. WEBS: 2x9 KDDF STAND 2-3=(-103) 86 3-4=( -7) 3 • LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PDF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" • 0'- 0.0" -89/ 593V -31/ 97H 5.50" 0.87 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" -39/ 328V 0/ OH 5.50" 0.53 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" • MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = -0.266" @ 4'- 0.7" Allowed = 0.473" MAX TC PANEL TL DEFL = -0.356" @ 4'- 0.7" Allowed = 0.709" • MAX HORIZ. LL DEFL = 0.001" @ 7'- 8.2" A ` 7-08-04 0-03-12 MAX HORIZ. TL DEFL = 0.001" @ 7'- 8.2" f 1 12 9.00 . Design conforms to main windforce-resisting system and components and cladding criteria- M-1.5x3 4 3 -/ Wind: 140 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, • (All Heights), Enclosed, Cat-2, Exp.B, MWFRS(Dir), A load duration factor=1.6, X Truss designed for wind loads in the plane of the truss only. i i rV • N N I rh O f- 0 >�5 M-3x4 M-1.5x3 i' 7-08-04 0-00 b 3-12 b 1 b 1-06 ' 8-00 F'�E� P aFP 89200PE 1.", JOB NAME : 5017-B POLYGON - 12 i �� Scale: 0.5233 -- 4' • WARNINGS: GENERAL NOTES, unless otherwise noted: Ike Truss: 12 1.Builder and erection contractor should nadvised of au General Notes 1.This design Is based only upon the parameters shown andls for an IndNidual 72,• •4k4 7 `®T=FEGhON `A{-' and Warnings before construction coIp h Wieling component Applicability of desgn parameters and proper F/ fl• U LING)/• 2.2 4 compress on web bracing must bat stall tl where shown 4. incorporation of component s the responsibility of the building designer. "' • sr3 ©�� '\ • 3.Additional temporary bracing to Insure Stability during construction 2.Design assumes the top and bottom unless braced to be laterally braced al �� -7 y 4'�-" Is the responabltity o!the erector Adtl l pe nent bracing of T o c antl at 10 o c respect as ply Throughout thea IengM by A �I �`S., DATE: 11/2/2015 the overall structure s the responsibility f thbuilding designer. 2ornmousridgingior suchbracingare vire where sJown+tlrywall(BC). �p711 � 4.No load should be applied to any tom bracing and3.In Impact bodging isor lateralepo ty of the whpe shown t a SEQ.: K1504991Db^and until 4.Designtonoltrusslathereapobeuseottherespectivaconhactor. fasteners are complete and at no time Should any loads greater than 5.Design assumes bosses are to be used in a nonmormsive environment, TRANS ID: LINK design loads be applied to any component anaaremr°pry ontlidon afaae. 5.CompuTrus has no control over and assumes no responsibility for the 8.Desi ssa ssumes NII bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2015 fabrication,handling,shipment and Installation components. nese ry. of 8.This design is furnished subject to the limitations set forth by T.Designassumesbe lc to onate oth face l&trusised. November 3,2015 8.Plates mail be with n eraces of truss,and placed so their center TPVWfCA in BCSI,copies of which wlll�be furnished upon request. lines coincide wgh joint center lines. 9.Diggs indicate sae of plate In inches. MiTek USA,IncJCompuTma Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,09-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 9'— 0.0" IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 SPACED 24.0" O.C. Design conforms to main windforce—resisting BC: 2x9 KDDF #1&BTR system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"01. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=19.Bft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. 12 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. 9.00 AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 3 —/ Ls: r--- o `0 I N f i El re I 0 1 4 M-3x4 y y l 1-06 9-00 •Ep PRO �ts �� .. GINEk- s c� „Ai - 89200P'E <-- JOB NAME : 5017-B POLYGON - I3 --_-_41111,. + '� Scale: 0.8111 �� • 10 : —1 • WARNINGS: GENERAL NOTES, ashes otherwise noted: -OREGON '44/- Truss: 1.Builder and erection contractor should be advised of at General Notes 1.This design Is based only upon the parameters shown and is for an lndlvdual 7� OR GON w. �'4/ Truss: 13' and Warnings be fore construction commences. Wilding component.Applicability of design para meters and proper 1•; 2.104 compression web bracing must be installed where shown i. Incorporation of component's the responsibility of the bolding designer. >�/ry -7 T y l o-.„,p..,---- - ggg���4w 3.Additional temporary bracing to stability during constructor 2.Design assumes the top and bottom chords to be dtlaterally braced at ‹J / � is the responsibility of the erector.Additional permanent bracing of c o c and at to o c respectively unless braced throughout their length by - ` continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). q_R I`y' DATE: 11/2/2015 the overall structure Is the responsibility of the building designer. 3.25 Impact bridging or lateral bracing required where shown 0 t 4.No load should be applied to any component until atter all bracing and 4.Installation of truss Is the responsibility of the respective contractor. ' SEQ.: K 15 0 4 9 4 2 fasteners are complete and at no time should any loads greeter than 5.Design assumes busses are to be used in a noncorrosive environment, TRANS ID• LINK design loads be applied to any component. and are for"dry condition"of use. S.CompuTmshasnccontrolowerandassumesnora responsibility for the 6.Design ssumesfull bearing alall supports shown.Shim orwedge 11 EXPIRES: 12/31f2015- spans y necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. November 3,2015 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on bath faces of truss,and placed so their center TPI/W1CA In SCSI,Copies of which vAll be furnished upon request. lines coincide with joie center lines. 9.Digits Indicate sae of plate in Inches. Milek USA,Ino./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-67) 15 2-9-(0) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING ', BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 16.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -110/ 429V -7/ 54H 5.50" 0.69 KDDF ( 625) • 1'- 9.2" -70/ 39V 0/ OH 5.50" 0.06 KDDF ( 625) • LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -22/ 42V 0/ OH 1.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP • AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" 1 MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.050" A 1-11-11 MAX BC PANEL TL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.067" f MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 12 6.00 1 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), • I load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0000 0 ti ilffilli I 2 OM 4 i4-3 4 • • 1 y • y 1-06 2-00 (PROVIDE FULL BEARING;Jts:2,4,3 pEQ P R Q•F�tS• • ��� GIV��c . j0• � 9. 89200PE JOB NAME : 5017-B POLYGON - SJ1 /lio/ Scale: 0.6811 - -- -- WARNINGS: _ WARNINGS: GENERAL NOTES, unless otherwise noted ® . Kf 4t. 1.Balder and erect contractor should Se advised of all General Notes 1.This design Is based only upon the parametersshown and Is for an individual -C) ®9EQOIV J'x- Truss: SJ1 sigpae. �E/• and Warningscompression t chbn commnotated building component Applicability of design parameters and proper 2.2x4 cempresc on bb g must be stat dwhere shown+. Incorporation of components the responsibility of the bolding designer. 4. ' 20 �1� 3.Additional temporary bracing 1 I re stability during construction 2.Design assumes the lop and bottom chortle to be laterally braced al .� /' 7 r T is the responcibi6ry of the10 Additional permanent bracing of 7 o.c.and at 10 o c respectively unless braced throughout their length by DATE: 11/2/2015 the overall enudu th responsibility of the building designer. 20Iconmous sheathing such as plywoodsheathing(TC)requiredereelr and/or tlrywall(BC). -�jf� 1-L\ �„ . 4.No load should be applied to any3.2x Impact bridging or lateral bracing where shown++ SEQ.: K1504946 ppcompOnentuntilaltesgreaaGngand 4.Installation umesttruss isthe reatonslbislyofthe respectosiveecontractor. fasteners are complete and at no lime Should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment TRANS ID: LINK dos*loads be applied to any component and are or^ary andaion°aruse. 5.CompuTrus has no control over and assumes no responsibility for the 6.De necessary. full bearing at all supports shown.Shim or wedge if ry EXP I RES: 12/3112015- fabrication,handling,shipment and installation of components. 8.This design is furnished subject to Inc limitations set forth by 7.DesignPlatesshallb assumes adequate drainage Is trusisad. November 3,2015 8. coincidenciwith join on both!eras of truss,and pieced so their canter TPNMCA in BCS(,copies of which MI(be furnished upon request. lines cath joint center lines. Muck USA,Inc./Com uTrus SoftwareB.Digits indicate sae of plate in inches. p 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3-(-69) 30 TC LATERAL SUPPORT <= 12"01. 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 POE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -62/ 322V -13/ 71H 5.50" 0.52 KDDF ( 625) 1'- 9.2" -3/ 601/ 0/ OH 5.50" 0.10 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -49/ 94V 0/ OH 1.50" 0.15 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 6.00 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed - 0.133" MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.050" MAX BC PANEL TL DEFL - -0.002" @ 1'- 0.1" Allowed - 0.067" 3 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" I r MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" '1 Design conforms to main windforce-resisting system and componentsand 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, 0 Truss designed for wind loads I in the plane of the truss only. N M f 11a r I f 2 4 111111 -/ M-3x4 y y y b 1-00 2-00 1-11-11 'PROVIDE FULL BEARING;Jts:2,4,3 I - �5'K ��G N 4R lQ ,,ct 8,9200P'E JOB NAME : 5017-B POLYGON - SJ2 411, Or- Scale: 0.7890 WARNINGS: GENERAL NOTES, unless otherwise noted: -OREGON-- - -- 1.Builder and erection contractor should be advised of all General Notes 1.This design re based only upon the parameters shown and is bran Individual Truss: SJ2 and Warnings before construction commences building component Applicability of design parameters and proper ���¢¢¢ 2.244 compression web bracing must be InstaIled where shown incorporation of component Is the responsibility of the building designer. �> r 14a ©� "�� 3.Additional temporary bracing to Alnre stability during construction 2 Design assumes the top and bottom chords to be laterally braced at d is the responsibility of erector.Additionalpermanentbrecln f T o c and at 10 o.c.respecthely unless braced throughout their length by V,: p tyo go continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ��.' DATE: 11/2/2015 the overall structure is the reaponsibiuty of the building designer. 3.24 Impact bridging or lateral bracing required where shown o 4 4.No load should be applied to any component until after all bracing end 4.Installation of buss Is the responsibility of the respective contractor. SEQ.: K15 0 4 9 4 B fasteners are complete and at no time should any mads greater than 5.Dealgn assumes trusses are to be used in a non<arrosive environment. TRANS ID• LINK design mads be applied to any component and are slimesor"dry condition"eating use. 5.CompuTrua has no control over end assumes no responsibility for the 8.Design assumes NII bearing at all supports shown.Shim or wedge it EXPIRES: 1213/12015 ry fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 3,2015 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center TPNMCA in SCSI,copies of which will be tumished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In inches. MiFek USA,Ino./CompuTrus Software 7.6.6(1 L)-E to.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 4'— 0.0" ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. Design conforms to main windforce—resisting WEBS: 2x4 KDDF STAND • system and components and cladding criteria. I LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE Wind: 140 mph, h=19.Bft, TCDL=4.2,BCDL=6-0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, • End vertical(s) are exposed to wind, • LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads • M-1.5x4 or equal at non—structural in the plane of the truss only. vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Note:Truss design requires continuous BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP bearing wall for entire span USN. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 1-08-04 0-03-12 12 9.00 D • • M-1.5x3 9 —/ 3�a W 1111 I/ 2 ,y M-3x4 ., 5 6 M-1.5x3 • • • 1-00 '..• 9-00 • P. as JOB NAME : 5017—B POLYGON — Z1 �/ljIP Scale: 0.6405 WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder end erectioncontractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual 1? OREGON J`a Truss: Z1 and Warnings bel - construction w pn e nences. building component.Applicability design parameters and proper //� �f/ 2.2t4 compressionb bweg must be natalletl where shown+ Incorporation orcomponent Is the responMbll ly of the building designer. ""�I l..Additional temporary bracing t q Sure stability during consimon 2 Design assumes the top and bottom chortle to be laterally braced al 3 ' V. l .1 s the responsibility fth ctm Addl)onl permanent bracing of S s.cand at IS 0.0.respectively unless braced throughout their length by (�- DATE: 11/2/2015 the overall st ctureamerespunsIcily of the building designer. conbnuousshgingogwcraibh asracing O eotluiredwereshown•+ing(TC)and/or well(BC) 3.hlmpad bridging or thlateresponsigty of red whareshown++ �7 SEQ. : K1504949 4.No load should be applied to I any compp GUI until after all bracing and 4.Installation of base is the responsibility of the respective contractor. fasteners are complete and al no time ethould any mads greater than 5.Design assumes tresses are to be used in a non-corrosive environment, TRANS D. LINK design loads be applied to any componem. and are ro ryaandigon^Drees. 5.CompuTrus has no control over end assumes no responsibility for the EXPIRES:B.Design assumes full bearing at all supports shown.Shim or wedge if 12/31 01 ne fabrication,handling,shipment and installation of components. ssary. 7.Plates assumesadequatedrainageisptrus,an November 3,2015 ed. 6.This design Is 051, d subjector to the lllbefurns sat forth by S.Plates shall be masted both tacos of rovid and placed so their center TPIM?CA in aCSI,copies of which will be furnished upon request. lines coincide with joint center lines. B.Digits Indicate size of plate In Inches. MITek USA,Inc./CofnpuTrus Software 7.6.7(1 L)"E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-29) 27 3-5=(-120) 101 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-59) 36 WEBS: 2x9 KDDF STAND 3-9=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)*DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0'• 0.0" -69/ 325V -16/ 52H 5.50" 0.52 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 0.0" -18/ 159V 0/ OH 5.50" 0.25 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ** For hanger specs. - See approved plans REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. no BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0•• Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL - 0.019" @ 2'- 3.3" Allowed - 0.192" 3-08-04 0-03-12 MAX TC PANEL TL DEFL = 0.013" @ 2'- 2.0" Allowed = 0.287" T T T 12 MAX HORIZ. LL DEFL = 0.000" @ 3'- 8.2" 4.00 MAX HORIZ. TL DEFL = 0.000" @ 3'- 8.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=19.Bft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-1.5x3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), e load duration factor=l.6, 3 End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. o r o I 1 N ti I O M-3x4 M-1.5x3 y b l 3-08-04 0-03-12 y 1 1 1-00 4-00 Eq PRO4 � 1N `5 C �R ./0_� ' 8920OPE JOB NAME : 5 017-B POLYGON - Z 2 Scale: 0.6200 -._ • j WARNINGS: GENERAL NOTES, unless otherwise noted: • •©RECON y.'"R.. 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an ndNldual (R Ni -� .44 /- Truss: Z2 and Warnings before construction commences bolding component Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown*. incorporation of component Is the responsibility of the building designer. "4r f]0� - 3.Additional temporary bracing to Insure stability doting construction 2.Des gn assumes the top and bottom chords to be laterally braced at 14,_ fr Is the responsibility of the erector.Additional permanent bracing of 2 o c.and at 10 0.0.respecttcely unless braced throughout their length by 44 DATE: 11/2/2015 the overall structure is the responsibility of the buildingcontinuous sheathing such as plywood required et where s antllor tlrywall(BC). "` • ri I\ -. p fy designer. 3.2x Impact bridging Cr lateral bracing where shown** I7 l� SEQ.: K1504950 4.No load should be applied to any component until after all bracing and 4.Installation oftruss sithe esee bebilllitytlty fthe respectroeiventrive racto. 5. in fasteners are complete and at no time should any loads greater thanDesign assumes design loads be applied to any component. and are for"dry condition"Huse. TRANS ID: LINK 5.CompuTrus has no control over and assumes no responsibility for the 6.Design rysumeaIntlbearing stall sappadsshown.Shim orwedge:r EXPIRES:-12/31f2015- fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 3,201 5 6.This design is furnished subject to the limdations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPVWTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sae of plate in inches. MITek USA,InCJCompuTnus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/4 Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property I offsets are indicated. I (Drawings not to scale) Damage or Personal Injury r�� Dimensions are in ft-in-sixteenths. I. 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. Q 1/�G 2. Truss bracing must be designed by an engineer.For MllCIIMIMIIIIMIIIMEEMIMN4 wide truss spacing,individual lateral braces themselves 111L11."1„ki WEBS may require bracing,or alternative Tor I MIII—EMIE_ p bracing should be considered. (♦-� 3. Never exceed the design loading shown and never O stuck materials on inadequately braced trusses. For 4 x 2 orientation,locate C7-8 C6-7 c5-6 O 4. Provide copies of this truss design to the building designer,erection supervisor,property owner and plates 0-1n6' 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. Pl.ce plates on each face of truss at each IMIMi This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE J.nt and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO lo ations are regulated by ANSI/TPI 1. connector plates. THE LEFT. - 7. D-sign assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT t e environment in accord with ANSI/TPI 1. Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. U less'otherwise noted,moisture content of lumber s all nbt exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. 11 less expressly noted,this design is not applicable for we with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.c.mber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 r-•portsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 cmbr for dead load deflection. the length parallel to slots. 11.Pl.te type,size,orientation and location dimensions rs.icated are minimum plating requirements. LATERAL BRACING LOCATION 12.L mber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that / Indicated by symbol shown and/or SYP represents values as published s.ecified. by AWC in the by text in the bracing section of the 2005/2012NDS SP app represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek® Rights Reserved approval of an engineer. •=11reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. ►_� a 18.Use of green or treated lumber may r•-::.---,. y pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. 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 Ara DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, jle �� 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, Iv. ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013