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Plans (59) tVC X11 t,1 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, avid Baxter, P.E., S.E. Sr. Structural Engineer ,�ti01) PROF? MiTek USA �NG'INEF,Q �p29 44 DB ct' :9200PE i y OREGON tx At/ G' lY 14, 2 �Q 12/06/2017 FRR1LL EXPIRES: 12-31-2019 MIME 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. •�0�NGN ps/6) 2 �444 87022PE 9r y �'oj, OREGON rL5' 11/ 0 AMBER . HEik E • • : 1.1I c 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 8 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?K1r?11iWPwbblOQrxsMNm3exnEbFhRpyDIEY 3x6 I I 1-3-4 3x6 11 1-6-0 1 3x6 II 1 6 2 7 3 Scale=1:13.1 2, N cS 5 4 fix6= 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 Incr 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 Live(balanced):t umber Increase_1-00,Plate Increase=l 00 Uniform Loads(plf) - — Vert:4-5=-5,1-3=-50 ConcentVert:6 010071(F)7=-1007(F) ,\o<('as PNR4O 4Or swO 2 (4 870 2PE 9r yN ,' N Aj, OREG N r 9O AMBER \\ ps A. HE % EXPIRES:06/30/2017 December 1,2015 1 _ f 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 MTel&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/SPII Quality Criteria,D5B-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 R46018118 PL15-405_UPPER F02 FLOOR GIRDER 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:L209JJu6om RCBuYOhHV69uyFHbu-bQkBiT?K1 r?11 i WPwbb1 OQrsLMCr3Z_n EbFhRpyDIEY 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 11 5x10 = 3x4 II 1 2 15 3 16 17 18 4 19 20 5 21 22 6 23 7 24 25 8 26 9 2-/ ..\\NN 5 8 I I 'e I I o N o 13 12 11 4x8 MT2OHS= 6x10= 3x8= 6x10= 4x8 MT2OHS= I 14-10-8 I 14-10-8 • LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) 1/dell 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 Inc: NO WB 0.54 Horz(TL) 0.09 10 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (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 oc. 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. P R 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 ,`<Q`�� OF�tS'�1 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 �Co ..x GI Kr /� 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, ���? T �i9� 1027 Ib down at 9-7-11,114 lb down at 10-8-11,1027 Ib down at 11-2-14,114 lb down at 12-3-14,1027 Ib down at 12-10-1,and 114 87022 P E c connection is the responsibility lb down at 13-11-1,and 1027 lb down at 14-8-12 on top chord. The design/selection of such ndevice(s) p y of others. LOAD CASE(S) Standard N CV 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 SAT GREG•N tic OAC/ Uniform Loads(plf) Concentrated Loads(b)1-9 -50 'ABER 1 Vert:10-14=-5, Or) � P� Vert:9=-1027(F)8=-1027(F)7=-114(B)6=-114(B)5=114(B)3=-1033(F)2=-1147(F=1033,B=-114)15=-114(B)16=-637(F) S A. HERS 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 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/01/1015 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 building design. Bracing indicated is to prevent bucking 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,056-89 and SCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON 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:L209JJu6omRCBuYOhHV69uyFHbu-3cIZwpOyo98tfs5cUJ6Gxe0Bvmjlo8jxTF_F_GyDIEX 1-6-4 1.5x3 H 1 3x4= 2 Scale=1:13.2 0 0 d d N N 7 • Y 4 3 1.5x3 I I 3x4= 1-9-4 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 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight: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/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. <<- 0.0 PROper, ��� �NGiNE 87022P� r - � Aj, OR GON ‘15 O�Q AMBER 1' HER‘-‘P EXPIRES:06/30/2017 December 1,2015 II pi A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MEek®connectors.This design is based only upon parameters shown,and is for an individual buildingm coponent,not �p 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/TP11 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 R46018120 PL15-405_UPPER F04 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:L209JJu6omRCBuY0hHV69uyFHbu-3clZwpOyo98tfs5cUJ6Gxe09_mc?o0gxTF_F_GyDIEX 1 1-48 11 2-0-0 I Scale=1:37.9 3x4= 5x6= 1.5x3 I I 4x4= 1.5x3 H 3x4= 1.5x3 II 3x4= 1.5x3 II 3x6 FP= 1.5x3 II 4x5= 3x4 I I 1 2 3 4 5 6 22 7 23 8 9 10 11 12 13 - 4///" \\ / NY X /er X 1 / N d d N yJp� N 21 20 19 18 17 16 15 14 3x4 11 5x5= 4x6= 3x6 FP= 3x5= 3x5= 4x6= • 3x6= 1.5x3 SP= I 22-2-0 1 22-2-0 Plate Offsets(X,Y)— 11:Edge,0-1-81,121: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 0.19 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 Ina 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 oc bracing. REACTIONS. (lb/size) 21=969/0-5-8,14=969/0-5-8 FORCES. (Ib)-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 P R D OF Uniform Loads(plf) .`��E �i5's Vert:1421=-8,1-13=-80 f. ,�\� �NGINEF,9 0 Concentrated Loads(lb) Vert:22=-5(B)23=-5(B) . 870 2 P E cP �V H 7 SAT OREGON tis O<v �on ccMBER Al `s A. HEY` EXPIRES:06/30/2017 December 1,2015 Isl. A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent bucking of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery.erection and bracing of trusses and truss systems,see ANSI/IPII Quality Criteria,BSB-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-Ypsx791aZSGkH0go10dVTrwNzA3_XbS4hvkoWiyDIEW 0-H8 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 12 ❑ ❑ 6 0 0 0 ❑ _ ❑ 6 2 m a ❑ 0 ❑ 0 t TE 42 d d N N a i 0 5 5 _ „ a 0 0 5 a o 0 0 c ii C n c ! 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 1 2-8-0 1 4-0-0 I 5-4-0 1 6-8-0 I 8-0-0 1 9-4-0 1 10-8-0 1 12-0-0 1 13-4-0 1 14-8-0 I 16-0-0 1 17-4-0 1 18-8-0 I 20-0-0 I 21-4-0 I 22-8-0 33-5-121 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 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 REACTIONS. All bearings 23-5-12. BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). (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. ��`.so PROFen �Ici, � �NGINEF9 /�2 870 2PE y T OREGO Q�N 9O �MQER 1� On A. NEVI% EXPIRES:06/30/2017 December 1,2015 4 f A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. NI. Design valid for use only with MTel&connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 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 R46018122 PL15-405_UPPER F08 GABLE 1 1 Job Reference(ontiona Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:21:34 2015 Page 1 ID:L209JJu6omRCBuYOhHV69uyFHbu-0?QKKV1 DKmObuAF_bk8k03TYhaPEG2iDwZTL28yDIEV 1 I 2 3 4 Scale=1:13.0 10 • 0 0 d d N N J � 9 'I . . . ... . .. . 8 7 6 5 1-4-0 2-8-0 3-8-8 1-4-0 1-4-0 1-0-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 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 IBC2012T P12007 (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) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY REACTIONS. All bearings 3-8-8. BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). (Ib)- Max Gray All reactions 250 lb or less at joint(s)8,5,7,6 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. `��Eo P R OFFLCn <c5 NG1NEF9 62 � 4C- 8 • 2 � r tP / rCV y �Aj OR EGO 2oFMBER \1 OS A. HO\ EXPIRES:06/30/2017 December 1,2015 aWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev.10/03/2015 BEFORE USE. fedi. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/Ifni Quality Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 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 Industries,Inc.Tue Dec 01 13:21:34 2015 Page 1 ID:L209JJu6omRCBuYOhHV69uyFHbu-0?QKKV1 DKmObuAF_bk8k03TXtaPAG2hDwZTL28yDIEV 0-K8 Scale=1:39.8 3x6 FP= 1 2 3 4 5 6 7 8 9 10 11 12 13 1415 16 17 18 19 20 ! 0 C o 0 0 0 0 0 • 0 P. C m 0 5 0 0 5 • 1 a 42 O b O A A a i - 5 o c = 0 e p • c i • - o c c 4 • 41 40 39 38 37 38 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 3x6 FP= 1-4-0 12-8-0 l 4-0-0 l 5-4-0 I 6-8-0 I 8-0-0 I 9-4-0 i 10-8-0 1 12-0-0 1 13-40 I 14-8-0 I 16-0-0 I 17-4-0 I 18-8-0 I 20-0-0 I 21-4-0 1 22-8-0 1 24-3-0 1 1-4-0 1-4-0 1-40 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 1-40 1-4-0 1-4-0 1-7-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.10 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 21 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:112 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 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. (lb)- 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. ���ED PR Ores ��,.5 $ NE�-7 /o�y 87022P� v ' i cv y �Aj, OR GON rye OWN 9O AMBER \ OS A . Hct# EXPIRES:06/30/2017 December 1,2015 f t la a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mi1.7473 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 7777 Greenback Lane fabrication,storage,delivery.erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46018124 PL15-405_UPPER F10 GABLE 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:21:35 2015 Page 1 ID:L209JJu6omRCBuY0hHV69uyFHbu-UB_iYr2r54WSWKgB9RfzZGOjPzkT?V N9CDvabyDlEU O-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 0 A d N 29 O O O O O O O O B O o O O • 28 27 26 25 24 23 22 21 20 19 18 17 16 15 1-4-0 I 2-8-0 1 4-0-0 1 5-4-0 1 6-8-0 1 8-0-0 1 9-4-0 1 10-8-0 1 12-0-0 1 13-4-0 I 14-8-0 1 16-0-0 1 17-3-0 1-40 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 1-3-0 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/TP12007 (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). (Ib)- 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(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. `<?Eo PROFFss c.; �NGINFFR / 0 2 870 2PE /9r' (J> S.7 �'Oj, OREGON cls 4// 'AO F,l,�sER \\ �O A.A. Heck EXPIRES:06/30/2017 December 1,2015 I t 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 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/FPI]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 R46018125 PL15-405_UPPER F11 GABLE 1 1 Job Reference(notional) 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:L209JJu6om RCBuYOhHV69uyFHbu-U B_iY2r54WS WKgB9RfzZGOjUzkU?VzN9CDvabyDlEU 0/118 Scale=1:18.4 12 3 4 5 6 7 8 9 ti = '11 o- _ o 0 20 o 2 0 N O 19 — n o — e 18 17 16 15 14 13 12 11 10 1-4-0 I 2-8-0 4-0-0 I 5-4-0 I 6-8-0 8-0-0 I 9-4-0 19-9-12 i 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 0-5-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/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 BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:49 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 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. (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. �lik0 PR OFFS �f\�<�NG'NFFR `8/02-9 87022P/ c-" c v.. N y Aj, OR GON c, ,4/4 '.3) 1\ QCT S A. HO; EXPIRES:06/30/2017 December 1,2015 t I Lk WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. 1 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 R46018126 PL15-405_UPPER F12 Floor 8 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:21:36 2015 Page 1 ID:L2O9JJu6om RCBuYOhH V69uyFHbu-y0Y41A3TsNeJ8UPNj9AC5UYs5N0ykrJ WNsyS71 yDIET 0-1-8 H I 1-6-0 I I 2-6-0 I Scale=1:30.0 4x4—1.5x3 = 1.5x3 = 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 II 1 2 3 4 5 6 7 8 0 0_ 7,. N 0 •0 • -7-Nsi. - 15 s c, a o a :Q= N 14 e o 0 0 Xx O 12 11 10 g 1.5x3 II 4x5 = 3x5= 3x5= 3x4= I 17-3-0 I 17-3-0 Plate Offsets(X,Y)— 11:Edcie,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) -0.07 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 Ina YES WB 0.47 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (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. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)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. c.5 ""1". EFR �0 444 ° 8 • 2PE /r CJS y '$, OREGO rl5 Q.// 1:1'O FMBER \'‘ 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. 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 building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Miiek" 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/T111 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Intormaion 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 R46018127 PL15-405_UPPER F13 Floor 11 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:L209JJu6om RCBuY0hHV69uyFHbu-Qa5SzW45dhmAlezZGsiReh5?gnIOTEGgcW 0fTyDIE3 p-10-81 2-6-0 I 0-1H8 Scale=1:41.2 4x6= 3x4= 3x4= 3x4= 3x6 FP= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 o m e _ NN NN, N0ZZZ ' 7N. N ., a - a - F 20 19 18 17 16 15 14 13 3x4= 4x8= 3x6 FP= 3x5= 3x5 = 4x6= 3x4= I 24-3-0 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 BCDL 5.0 Code IBC2012/TP12007 (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=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. 2 � � � 87022PE r N NS , N -7 AT GREG 4 9O cc 1 ER 1\ Or, A. HE'i\ EXPIRES:06/30/2017 December 1,2015 mi A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.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/TPI1 Quality Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Siree},Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heiohts,CA 95610 'Job Truss Truss Type Qty Ply POLYGON R46018128 PL15-405_UPPER F14 Floor 5 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:L2O9JJu6om RCBuYOhHV69uyFHbu-Qa5SzW45dhmAlezZGsiReh5?ZnICTEPgcW1OfTyDIES 0-1-8 H I 1-1-12 I 2-6-0 1 Scale=1:41.7 4x6= 3x4 = 3x4= 3x4= 3x6 FP= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 21 a 7 7 ry a/ N. 0••••••••••,, -NoNsN 7 1 d 20 [: 11119 18 17 16 15 14 13 3x4= 4x8 = 3x6 FP= 3x5= 3x5= 4x6= 3x4=- 1.5x3 1.5x3 SP= I 24-6-4 I 24-6-4 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.27 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 Ina YES WB 0.74 Horz(TL) 0.08 13 n/a n/a BCDL 5.0 Code IBC2012fTP12007 (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. (Ib)-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. '\<<- PR QF£ss ,-Lr "4V_,�NG%NEER /02 cc 87022PE �r cV y �'oisOREG N ti�OWN 90 ,ii -4 ' OS A. HEp` P EXPIRES:06/30/2017 December 1,2015 t __ t 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 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/MPI1 Quality Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 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:L209JJu6om RCBuY0hHV69uyFHbu-Qa5SzW45dhmAlezZGsiReh513nP1 TPJgcW OfTyDIES 1.5xi II 0-10-8 1 2-6>0 1.15x3 111 1 2 3x4= 3 Scale=1:13.0 111 MM II ■ MIN r ,, 7 mm 1.5x3 = ; ll d N ;; 1.5x3 = :III \E 6 MI MIE ►/ 5 =, 3x4= 3x4= 1- 01. 3-9-0 0.1-� 3-7-8 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 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/TPI2007 (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. ��c3 GNEFq s/o - 't 87022PE -9r 4/114/1-4- c -Ni �-0j, OREGO fy�Q<v� 9O AMBER 1N O`) A. HO; EXPIRES:06/30/2017 December 1,2015 4 1 mil 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 Mireke 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/IP11 Quality Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46018130 PL15-405_UPPER F16 FLOOR 2 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 S Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:21:38 2015 Page 1 ID:L209JJu6omRCBuY0hHV69uyFHbu-umfgAs5j0?u1NnYIgZDgAvdAVBemChPprARZBvyDIER 10-8-41 2-6-0 I Scale=1:41.8 4x6= 1.5x3 II 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 I I 3x4= 3x6 FP= 4x5= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 12 .‘1 N 7 N.I. 7 NIN 7 NN 7 N.! :1N1: 17 16 15 14 13 4x4= 4x8= 3x6 FP= 3x5= 3x5= 4x6= 3x4= I 23-11-4 I 23-11-4 Plate Offsets(X,Y)— (19:Edae,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 0.26 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 Ina YES WB 0.76 Horz(TL) 0.08 13 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (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. `��Eo P R press Cni �NGINEF'9 /6)2 870 2PE , I- yN rN �- OREGON tis �N 9Or,FM BER A\ �O S A. HE-Ck EXPIRES:06/30/2017 December 1,2015 t t a WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Mil 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 verity 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 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:L209JJu6om RCBuYOhHV69uyFHbu-MyDD005L810u?x7yOHkvj6Alob18xFgz4gB6kMyD IEQ 0-1-8 rt r-12 1 2-5-8 2-6-0 Scale=1:27.9 3x4 II 1.5x3 II 1.5x3 = 1.5x3 = 304= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 I I 1 2 3 4 5 6 7 8 15 L 0 T1- 7-'N'- -7' 'N'- V -NN'. a a 14 • e o • \dp 13 11 10 9-' 1.5x3 II 3x5= 3x5= 3x4= 3x6= 0-7-4 16-0.12 85121 I I -5-12 15-5-8 0-1-8 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.48 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 Ina 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(lb)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 C-ASE(S) t©the face of - • - •• • - •• • •_ . - — LOAD CASE(S) Standard \NcO -R OFFS 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) �. G�NE W Vert:9-13=-8,1-s=-so C�� ON ' '.9 02 Concentrated Loads(Ib) GtJ -9 Vert:1=-400(F) Q 870 2PE yco_ / � N AT OREGO ii, 9O FM8ER 1,' OS A. H - EXPIRES:06/30/2017 December 1,2015 f 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. MI. 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/IPI1 Quality Criteria,DSB-89 and BCSI Building Component Suite 109 Safely 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 R46018132 PL15-405_UPPER F18 Floor 8 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:21:39 2015 Page 1 ID:L2O9JJ u6om RCBuYOhHV69uyFHbu-MyDD005L810u?x7yOHkvj6AN2b43xFrz4gB6kMyDIEQ 1 1-7-0 I I 2-3-0 I DM Scale=1:19.4 1.5x3 I I 1.5x3 = 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 = 1 3x4= 2 Ny 6 e I, e- 11 1 9 8 3x5= 3x5= 1.5x3 II 3x4= 1 11-2-8 I 11-2-8 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.14 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 Incr YES WB 0.30 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC20121TP12007 (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=-391/0,34=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 3-10d(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. '`<nEp PRopFss 4N\o ANG'NEF9 /O2 87022PE 9r / N �N -4. �- OREGON `, OWN 9oFMBER \ � A.. H .# EXPIRES:06/30/2017 December 1,2015 kMi. t a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/n.11 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 R46018133 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 RC BuYOhH V69uyFHbu-g9nbbY6zvc81c5i8y_F8FKjXb_LKgcd6IUwgGoyDIEP 0-1-8 HI 1-7-8 I 260 I 01.8 Scale=1:38.2 4x4= 3x4= 3x4 = 3x4 = 306 FP= 3x6 = 1 2 3 4 5 6 7 8 9 10 11 e a a o ,...61-_ a 7 2 a a 22 a, NIN.- -V -11INN-V INN'--7 .4 o d d A A IC a 1 � o � a v o 21 18 17 16 15 14 13 12 4x6= 3x6 FP= 3x6 = 3x5= 3x8 = 3x4= I 22-7-8 22-7-8 Plate Offsets(X,Y)— [1: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 0.22 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 BOLL 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. <<51/4 On PROFkOn ��szg NGINEcR /029 87022PE r 'N �N % OREG N tis O1N 1.0(-).0 0OAMBER 11 S A. HEN; EXPIRES:06/30/2017 December 1,2015 4 I 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 M7ekrE 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 7 Job Truss Truss Type Qty Ply POLYGON R46018134 PL15-405_UPPER F22 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 13:21:40 2015 Page 1 ID:L209JJu6om RCBuY0hHV69uyFHbu-g9nbbY6zvc81c5i8y_F8FKjYd_NIgfK6IUwgGoyD IEP 10-9.4 I 2-6-0 I 011.8 Scale=1:41.8 355= 1.5x3 II 3x6= 3x4 I 14x4= 1.553 I I 3x4= 1.553 II 3x4= 1.553 II 354= 3x6 FP= 3x4= 356= 1 2 3 4 5 6 7 8 9 10 11 12 as 'i e e o - = h - 7 l'IN 7 IN 7 NiNN 7 N._1 0 21 d .:1 / I o' :1 e a o A 20 19 18 17 16 15 14 13 4x6= 3x6= 3x6 FP= 3x5= 3x5= 3x5= 3x10= I 24-6-4 I 24-6-4 Plate Offsets(X,Y)— f1:Edge,0-1-81.f12:0-2-0,Edael,f20:0-1-8,0-1-81,f21:0-1-8.0-1-81 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.15 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 Ina 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 PR Uniform Loads(plf) `�(Q`�� �F�ss Concentrated Loads(Ib)1-12-50 ,7\I �cNGINEF9 ��29 Vert:12=-1129(B) ' 870 2PE yN /� �Aj, OR EGO qo 4N �O SMBER 1� \. On A. HEY` EXPIRES:06/30/2017 December 1,2015 1 _ 1 _ AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Mill. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate 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 Safety Infomration 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&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-JLLzou7cgwGcEFHKVimNoXFkIOorPDSFX8gDoEyD IEO Scale=1:17.5 1 2 3 4 5 6 7 8 9 o. a 1 Jo oL° °l ° N N O FO O F - O ♦.♦..♦.♦♦♦♦♦..♦♦..♦♦........♦♦♦♦♦♦............................... 18 17 16 15 14 13 12 11 10 I 10-7-8 10-7-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid 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 IBC20121TP12007 (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. (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. 'c,N �NGINFR /92 870 2PE -Yr CP N Ny <C\ r -$, OREG N (15) ,114 'Ac'jl �O� BER 1 \- s A. HEY% EXPIRES:06/30/2017 December 1,2015 t t 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 Mitekr connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent bucking of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/IP11 Quality Criteria,DS11-89 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 R46018136 PL15-405_UPPER F25 Floor 6 1 Job Reference(optional) 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-JLLzou7cgwGcEFHKV imNoXFhQOhjP4OFX8gDoEyDIEO 1 1-5-0 ii 2-6-0 I Scale-1:38.7 1.5x3 II 4x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4 = 3x6 FP= 4x4= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 P c o a e C d 'N• 7 -N V. -7N-2 e m y a 18 17 16 15 14 13 12 1.5x3 II 4x6= 3x6 FP= 3x6= 3x5= 3x8= 3x4= I 22-2-0 I 22-2-0 Plate Offsets(X,Y)— F1:Ed4e,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 0.21 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 IBC2012/TP12007 (Matrix) Weight:110 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 18=969/0-2-12,12=969/0-2-8 I FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 1 TOP CHORD 1-18=-971/0,1-2=-766/0,2-3=-766/0,3-4=-2432/0,4-5=-2432/0,5-6=-2861/0,6-7=-2861/0,7-8=-2063/0, 8-9=-2063/0,9-10=-2063/0 BOT CHORD 16-17=0/1743,15-16=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. ��,ED PROre co; �NGINE`c'9 /�2 �� 8 S 2PE �9r cV - . NC<‘Aj, OREGO I.OWN 9OFMBER "\\ OS A. HE' e% 06/30/2017 December 1,2015 t • A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M11.7473 rev.10/03/2015 BEFORE USE. '^ Design valid for use only with 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/IPI1 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 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 RCBuYOhH V69uyFHbu-nXvLOE8ERDOTsPsX3PHcLlotjo6F8fOPmoPnKhyDIEN 1.5xj H 2-1-4 } 2-6-0 11 5x3 II 1 2 3x4= 3 Scale=1:12.9 5 4 3x4= 3x4= 1- 4-10-4 1- 4-8-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 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 Incr YES WB 0.05 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (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. (Ib/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. -\(<- \NO PR Open � NGINFF9 9 87022P: r' S. (1%A), OR GON (15)OWN MgER OS A. Hs?, EXPIRES:06/30/2017 December 1,2015 f 1 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with 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 properly damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 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 R46018138 PL15-405_UPPER F28 Floor 2 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:21:42 2015 Page 1 ID:L209JJu6om RCBuYOhH V69uyFHbu-nXvL0E8ERDOTspsX3PHcLlorEo?GBUkPmoPnKhyD IEN 1 1-3-4 I 2-6-0 1 Scale=1:42.8 1.5x3 I I 4x6= 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 I i 3x4=3x6 FP=1.5x3 II 4x5 = 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 12 L ice& °- ra a / NIV INNIrk N mi 13 I 2 19 18 17 16 15 14 13 3x4= 4x8 = 3x6 FP= 3x5= 3x5 = 5x6= 3x4=- 1.5x3 1.5x3 SP= I 24-6-4 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 lncr YES WB 0.73 Horz(TL) 0.08 13 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (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. ,k)`,T1) P R°Fe<� GssC, ‘AGI �, 0 �. , R 2 Q 8 • 2PE �9r yNi >" Ast �Aj, OREGO (15)AO 9Or,AMBER .\\ �O S A. HE?' EXPIRES:06/30/2017 December 1,2015 t t N WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFER%INCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with M7ek®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/IPI1 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:L209JJu6om RCBuYOhHV69uyFHbu-nXvL0E8ERDOTsPsX3PHcLIov1 o788fCPmoPnKhyD IEN 1-0-8 1.5x3 II 1 3x4= 2 Scale=1:13.2 od 1 N •••••.A*. •• ik 1.5x3 II 3x4= 1-3-8 0J-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/TP12007 (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. �c-0) -PROre, ��� G1 NE`c9 /04_ e 870 2PE / v yN ,N ti SAT OREGON (1Q�'J 9, FM8ER 1,� \' OS A. HEY' C4P EXPIRES:06/30/2017 December 1,2015 I1 A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE mi t Design valid for use only with Mire&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 properlyincorporate 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/1Pit Quality Criteria,DSB-89 and BCSI Building Component Suite 109 Safety Intonna8on 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 joptional) 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:L2O9JJu6om RCBuYOhH V69uyFHbu-FkTjj Da8sCXWKTZRjd7ortyL4sCT0t6SY_S9Kt7yDIEM 0-11-4 1.5x3 II 1 3x4= 2 Scale=1:13.2 o d N i• 1.5x3 II 3x4= p 1-2-4 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 Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (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=29/1-2-7 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. •\(<- P R Oi �5 ENGINEER /O c� 2 �‹ 87022PE yr / NS , N7 "c>, OREGON (15 ,44/ M1O OO8ER1 S A. HE— EXPIRES:06/30/2017 December 1,2015 4 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/fPlf 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:L2O9JJu6om RCBuY0hHV69uyFHbu-FkTjDa8sCXWKTZRjd7ortyL4GCTKt6SY_S9Kt7yDIEM 1-6-4 1.5x3 II 1 3x4= 2 Scale=1:13.2 • 4 • •.•.•.•.•.•.•.•.•.•.•.•.�+•. 1.5x3 II 3x4= pp 1-9-4 0-8-4 1-9-4 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.06 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. ��5i 0 P R OF�S/S ,� �CNG�NF r 870 2PE 9r (P �N Aj, OREG N ti5)OId./N FMBER \'‘OS 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.10/03/1015 BEFORE USE. 10 Design valid for use only with M7ek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of 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/SPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Informaiton available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 I Citrus 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:L2O9JJu6om RCBuYOhH V69uyFHbu-FkTIDa8sCXWKrZRjd7ortyL42CTPt6SY_S9Kt7yDIEM 1.5x3 II 1 4x4 = 2 Scale=1:13.3 - o 4 3 1.5x3 I 4x4= 0-11-0 0.12 0-11-0 Plate Offsets(X,Y)— (1:Edae,0-1-81,f3: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 0.01 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. ,co<coG1 E . c� sio 2 87022PE 9r N �"$, OREGO qo O Ort AMBER \'` �O EXPIRES:06/30/2017 December 1,2015 t • aWARNING-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 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 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 M tisk" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Qual y Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON 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:L2O9JJu6omRCBuY0hHV69uyFHbujw06Rv9UzreA5i0VBgK4QAtFhcpdcZhiD6utPZyDIEL 0-10-0 1.1553 II 1 3x4= 2 Scale=1:13.2 o a 1 N I • ❖ • , 4 •••••••r•• 1.5x3 II 3x4= 1-1-0 0-d.2 1-1-0 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.02 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/TPI2007 (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 cc. 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. G� NF9 / r\ we) 87022PE r / y(P /V �Aj, OREGON tis O(U 9 O cctijSER 1� \. O ' A. HE' EXPIRES:06/30/2017 December 1,2015 t I a.WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Mill. Design valid for use only with M1ek®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/IP11 Quality Crlieria,DSB-89 and SCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suites 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:L209JJu6om RCBuYOhH V69uyFHbu-jw06Rv9UzreA5iOvBgK4QAtFKcpbcZhi D6utPZyD IEL I 1-3-0 1.5x3 II 3x4 = 2 Scale=1:13.2 0 a a N 4 1.5x3 II 3x4= 1-6-0 0-0'-4 1-6-0 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.04 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 Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:12 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 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. �<��NG NEF'9 s/o 2 4-c� 870 2PE /9r N CV - Aj, OREGON et5.OWN On801 S A. HEPk EXPIRES:06/30/2017 December 1,2015 t 1 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 MfreIdS connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing M iTek" 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/TPl1 Quality Criteria,055-89 and SCSI Building Component Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46018145 PL15-405_UPPER F47 FLOOR SUPPORTED GABL 2 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:21:44 2015 Page 1 ID:L209JJu6omRCBuYOhHV69uyFHbu jw06Rv9UzreA5iOvBgK4QAtFwcpfcZhiD6utPZyDIEL 7x10 I I 1 2 Scale=1:13.3 4 3 7x10 II ii 0-7-4 0.0-4 0-7-4 Plate Offsets(X,Y)— f1:Edge,0-1-81,f4:Edae,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/TPI2007 (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(Le.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. PR Opeo c o F87022P, 9r' ycc` tv Aj, OR GON (-P 9r1OAMBER A. HO; EXPIRES:06/30/2017 December 1,2015 t 41 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/TPII 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 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/" Center plateon joint int unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property or offsets are indicated. Personal u aI i (Drawings not to scale) DamagePl Injury ►Y r�� Dimensions are in ft-in-sixteenths. •rgik. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See SCSI. TOP CHORDS 7 2. Truss bracing must be designed by an engineer.For 0'/16„ 4 wde truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I design p bracing should be considered. IMAllor O 3. Never exceed the design loading shown and never a �� e stack materials on inadequately braced trusses. O 4. desiProvgner,erectioncopies ofto su his tervisorr,propruss etrty e ownlerrland For 4 x 2 orientation,locate c» BOTTOM CHORDS' C5-6all other interested paperty parties. plates 0- a from outside edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint - required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that , Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. ....-- 15.Connections not shown are the responsibility of others. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint 16.Do not cut or alter truss member or plate without prior ©2012 MiTek®All Rights Reserved approval of an engineer. ® number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. _� 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures]before use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. e BCSI: Building Component Safety Information, PA k 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 MiTek6 = FImmo n .. 7777 Geetc Lane,Sum 109 Crus 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.osheels.org for current license updated renewal status. If you have any questions,please contact me at 800-772-5351. Sincerely, tio 7012PE FELOt4cS, . 1/47 EXPIRES:6-30-19 Marcos Hernandez, P.E. Senior Engineer Western Engineering Operations lot MiTek® 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. c,v&p PROP4-, ' ,*0 GIN€$7' /0 89200PE �r 4i OREGON,\t �Q O . 14, 2° P+ . MR'R IL-\--, 411111113-- .QF`(G'•. I 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 #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #145TR • 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 0= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=21.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.s, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=l.6, Truss designed for wind loads I LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL QUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall DON. H-1x2 or equal typical at stud verticals. B TTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for D BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. 8-02-12 8-02-12 T 12 12 6.00 ((M-9x9 Q 6.00 3 2 4 M n 1 IT I I O 1 M-3x4 1'. M-3x4 • y 1-06 y �I16-05-08 _PRS1Fkc_ -�� kkCIN•E - 89200P'E JOB NAME : 5017—B POLYGON — Z1 Scale: 0.9601 ���r'p' WARNINGS: I GENERAL NOTES, unless otherwise noted: Sr 'OREGON .../..�.I..- 1.Builder and erection contract, sho Idlb advised of all General Notes 1.This design is based only upon the parameters shown and Is for an ndrvdual 1J1REGONI 1� I Truss: Al and Warnings before contra building component.Applicability of design parameters and proper • 251- 'a • 2.2x4 compression u,eb bracing uRb l Wiledwhere shown i. incorporation of components the responsibility of the building designer. �� L© �� 3.Additional temporary bracing t Insu tabllsy during construction 2 Design assumes the top and bottom brads ced throughout ly braced at fr Is the responslbiply of the erec or.Atltlglanel permanent bracing of 2.5.0.and at ea o c respectively unless braced their length by • �f continuous sheathing or such as plywood sheathing(TC)anther drywall(BC). ' / �'C3�C DATE: 11/2/2015 the overall structure M the res nsibllity cf the building designer. 3.2x Impact bridging or lateral bracing required where shown++ r7 t+. SE K 15 0 4 8 81 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 at no time sllbuld any loads greater than 5.Design assumes trusses are to be used Inc noncorrosive environment, design bads 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 B.Design assumes ullbeerngetelisuppodsshown.Skimorwedgeif EXPIRES: 12/31/2015- fabrication,handling,shipment and installation of components. scary 7.Plats shall assumes caadequate drainage is provided. November 3,20 1 5 8.This design is furnished subject to the limitations set forth by 8.Plates be located on both laces of truss,and placed so their center TPIIWTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. S.Digits indicate size of plate In inches. Milk USA,Ino./CompuTrus Software 7.5.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1 BBS(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 16'- 5.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF#16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2- 8=(-161) 666 3- 8=(-256) 209 BC: 2x4 KDDF#16BTR SPACED 24.0" O.C. 2- 3=1-1046) 267 8- 6=(-206) 666 8- 4=( -39) 435 WEBS: 2x4 KDDF STAND 3- 4=( -784) 176 8- 5=(-256) 209 LOADING 4- 5=( -784) 176 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-1046) 267 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 76 TOTAL LOAD = 42.0 POE. , 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/ B62V -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 lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 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 = -0.022" @ 8'- 2.7" Allowed = 0.777" MAX LL DEFL - 0.013" @ 17'- 11.5" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ 17'- 11.5" Allowed = 0.200" MAX BC PANEL TL DEFL = -0.047" @ 12'- 8.6" Allowed = 0.481" 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 4-03-12 3-11 3-11 4-03-12 system and components and cladding criteria. • 1' ' T f 1' 12 12 Wind: 140 mph, h=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 HM-4x4Q 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 4.0" Truss designed for wind loads 4 .FA in the plane of the truss only. M-1.5x3 M-1.5x3 3 o rooo 1. • 2 - 8 - 6 0 1 M-3x4 M-3x8 M-3x4 7 0 • y y 8-oz-12 b 8 oz-12 y y 9, 0 PR:QFC.,. • • 1-06 16-05-08 1-06 - �`E,� INc* 4� <,, 892200 PES' JOB NAME : 5017-B POLYGON - A2 Scale: 0.3101 . :� ar WARNINGS: GENERAL NOTES, unless otherwise noted: pp ��'+�s '+e6 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 lndhldual O1-IEUON Truss: A2 and Warnings before construction commences. bursangcomponent.Applicabliyofdesign parameters and proper , 20�� r� - 2.2x4 compression web bracing must be Installed where shown s. 'ncorporat on of component s the respons b Ice of the build ng des goer. /r� s 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom unlesschobracedds o be laterally braced at • is the responsib:tly of the erector.Additional permanent bracing of 2 o.c.and at is o.c.rsuch asNety throughout their length by {e'er DATE: 11/2/2015 the overall structure is the responsibility ofthe buildingcontinuous sheathing such plywood required mg(TC)and/or drywall(BC). -'r/-��l' I LV p ty designer. 3.2x Impact bridging or lateral bracing where shown.. (1 1.. SEQ.: El5 0 4 8 8 2 4.No load should be applied to any component until after all bracing and 4.Installation of buss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than S.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID• LINK design loads be app lied to any component. and are br"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the e.Design easumesNllbe�ringatatsupportsshown,shimorwedgeit EXPIRES: 12/31/2015 fabrication,handling, ryq shipment and installation of set forth by 7.Design s assumes b eb adequate tondrainage is trusse November 3,20 1 5 6.This design Is furnished subject to the limitations fonh by S.Plates shall be boated on both faces of buss,and placed so their motet TPI/WICA In Blot,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate Bae of plate In inches. MiTek USA,Ino./CompuTrus Software 7.6.6(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 16+05-081 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=( -502) 2788 2x4 DF STAND A; li ' LL = 25 PSF 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 UNIFLL( ' 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- B=(-10250) 2268 6-12=( -550) 2526 BC LATERAL SUPPORT <= 12"O0. 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 ERG 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/ 656BV 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: `AI 9" oc in 1 row(s) throughout 2x4 top chords, oc /x\/X` 6" oc in 2 row(s) throughout 2x6 bottom chords, 'COND. 2: Design checked for net(-5 psf) uplift at 24 spacing. 9" oc in 1 row(s) throughout 2x4 webs, 9" oc in 2 row(s) throughout 2x6 webs. @@ HANGER BY OTHERS TO APPLY CONC. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 LOAD(S)EQUALLY TO ALL MEMBERS. MAX LL DEFL = 0.003" @ -1'- 6.0" Allowed = 0.150" 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. EL DEFL = 0.050" @ 16'- 0.0" 8-02-12 8-02-12 '( 1' '1 Design conforms to mai n windforce-resisting 3-06-02 2-07-10 2-01 2-01 2-07-10 3-06-02 system and components cladding criteria. / Wind: 140 mph, h=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 � Q 6.00 load duration factor=1.6, 4.0" Truss designed for wind loads 5 ,(-.,( in the plane of the truss only. I I M-3x6 - M-3x5 4 6 y 3.1" Cap M-3x4 M-3x5 3 B * OV M-5x10 M-5x10 m ,,I - -/ 1 1 ( 1 V A 0 lit 11 1121 c 131 9A e o o M-1.5x3 M-6x8 M-3x10 M-4x6 M-3x6 0 2975# 3-04-06 2-05-19 2-04-08 2-09-08 2-05-14 3-04-06nt1) P R.0FFs * 1-06 y 16-05-08• • -,`�� NAO .!. - •4> • 89200PE JOB NAME : 5017-B POLYGON t A3 - >s Scale: 0.3195 410010iir mmmmm WARNINGS: I GENERAL NOTES, unless otherwlce noted; ���GO� i?(,•,. 1.Builder and ered o contractor ah b be da sed of all General Notes 1.This design Is based only upon the parameters shown and Is for en Individual rte. L Truss: A3 and Warnings beforeab iW mmebces. building component.Applicability of design parameters and proper -.4ae. ^ \� '\ 2.2x4 compression web bracing d1 st be Inlalled where shown 4. nos poral of component is the responsibility of the building tleslgner. /e© � Go 3.Additional temporary bracing t insurestability during construction 2.Design assumes the top and bottom chortle to be laterally braced at G is the responsibility of the erector.Addtl Alpe anent bracing of 2 rex.and at 10 o.c.respectively unless braced throughout their length by DATE: 11/2/2015 the overall structures the res enslbi the buildingdesi ner. continuous0imptsheathing or such as plywood required sheath here ownand/4r tlrywall(BC). �.Ll- }{ �, p Nr of a 3.zx Impact bridging or iteral bracing where mown+. _r� 11 l•• SEQ.: K1504883 4.No load should be applied to any component until after all bracing and 44.. allation oftrustrissthe r responsibilityo yd tthnesspectosi contractor. nt dormant fasteners are complete and at no time should any loads greater than Design assumes design loads be applied to any component. and are for"dry condition'of use. TRANS ID: LINK 6.Design assumes full beanngatal/supports shown.Shim orwedge g XP�RESS: 12�31f2015 5.CompuTrus has no control over and assumes no responsibility for the necessary. fabrlcatbn,handling,shipment and installation of components. 7.Design assumes adequate drainage is proulded. November 3,2015 8.This design is furnished subject to the limitations set forth by 8.Plates shall be boated on both faces of truss,and placed so their center TP WVECA in BCSI,copies of which oIl be furnished upon request. lines coincide with joint center Imes. 9.Digits indicate sae of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For bask 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" 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to m en windforce-resisting 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-20.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=1.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on ontinuous bearing wall UON. M-102 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 T 1' 12 12 6.00 D IIM-9x4 Q 6.00 3 i 2 4 P PF. 7111.1 of / ////////////////////////////////////////////////////////////////////////////////////////////////////// // �o 0 0 1 M-3x9 M-3x4 y y i' b 1-06 13-07 E —15ROpF JOB NAME : 5017—B POLYGON — B1 / ' . Scale: 0.5192 (— WARNINGS: GENERAL NOTES, usleas otherwise sated i .Vr7�U©NI Wea4, 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based any upon the parameters shown ands for an Individual • �¢ N Truss: B1 and Warnings before construction commences. building component.Applicability of design parameters and proper Z..: If: -7! 20s��!� 2.Z.compression web bracing must be Installed where shown+. incorporation of component Is the responsibility of the building designer. 3.Addklonal temporary bracing to insure stability during construction Z.Design assumes the top and bottom chorda to be laterally braced alin Is the responslbstty of the erector.Additional permanent bracing of 2 o.c.and at 70'o c rea,ply unless braced throughout their length by I DATE: 11/2/2015 the overall structure is the responsibility of the building designer. 10continuImpact sheathing such l b acwg re air a%%tea s and/or s drywan(ec). '�`I or�� .. p ty g 3.2x bridging or lateral bracing required where shown++ rl SEQ.: K1504884 4.No load should be applied to any component until alter all bracing and 44..Installation oftrusisthe erespo sibolty itytlrtIn anesporteelvenrnalctorrnem. fasteners are complete and at no time should any loads greater than sign assumes 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 responsibilky for the 0. foil bEanrg alelt oaPports shows.Shin orsoedge If EXPIRES: 12/3112015 scary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 6.This design is famished subject to the limkadons set forth by 8.Plates shall be located on both faces of truss,and placed so their center November 3,2015 TPIIWTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate sea 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=7 0) 76 2-6=(-27) 512 6-3=(0) 314 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-681) 123 6-4=(-27) 512 WEBS: 2x4 KDDF STAND 3-9=(-681) 123 LOADING 4-5=( 0) 76 TC LATERAL SUPPORT <= 12"OC. UON. 1 Ly( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. I 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 -74/ 74H 5.50" 1.19 KDDF ( 625) 13'- 7.0" -134/ 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 1OPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "cc 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'- 1.0" 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 = 0.455" MAX TC PANEL TL DEFL - 0.097" @ 9'- 8.6" Allowed = 0.683" MAX HORIZ. LL DEFL = 0.005" @ I3'- 1.5" MAX HORIZ. TL DEFL - 0.008" @ 13'- 1.5" 6-09-08, 6-09-08 1 j 4 4 12 12 Design conforms to main windforce-resisting 6.00 IM-9X4 Q 6.00 system and components and cladding criteria. 4.0" Wind: 140 mph, h=22.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 ,f,/ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), �� ,„001111101404 p11\ load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 1�I M M ,r7 .rill MI 0 1M-3x4 M-1.5x3 M-3x4 0 • * I l b 6-019-08' 6-09-08 • p!'1 * y y y 0Q PR.QF�c 1-06 13-07 1-06 .t ' �c� '�S :920013, ,, • JOB NAME : 5017-B POLYGON - B2 i � Scale: 0.4067 7-J�++a./� WARNINGS: GENERAL NOTES, unless otherwise noted: - .-611iQREIJON 1.Binder and erection contractor Should badvised f all General Notes 1.This designs based only upon the parameters shown ands for an Individual I�. Truss: B2 and Warnings beforeconstruction coQ building component.Applicability of design parameters and proper -724.-:41 .. - &� 2.2x4 compression web bracing M st b Installed h re shown+. --A,.- incorporation of component re the responsibility of the building designer. ') A 14 ?-Q-4-„,.,- © $"' ^ at 3.Additional temporeryb g tinsure ets ibtg during construction 2 Design assumes the top and bottom chords to be latently brander V b T6� is the responsibility of theerector.Additlonal permanent bracing of Y o c.and at 10 o c rsuch as p y unless braced throughout thee length by {..s/ DATE: 11/2/2015 the overall structure is the responsibility eche buildingdesigner. 2Impatcontinuoubridging or latehaeacwg required cufrere shown tlrywall(BC). -'s/ `.� {'�` �. P N o g 3.2x Impact bshe th or lateral bracing d sheathing(TC) he where shown and/or d 1-7 4. SEQ.: K1504885 4.No load should be applied to any component until after all bracing and 44.. llationoftrusissthherespo sibilllitytlfthenespeGseiventrntor. fasteners are complete and at no time should any loads greater thanDesign design loads be applied to any component. and are for'dry condition'of use. TRANS I D: LINK 6.Design assumes full bearing at all suppo s shown.Shim or wedge if E-XPI ES: 12/31(2015 5.CompuTrus 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. 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 TPIA'WCA In SCSI,copies of which wall 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 15.For bask connector plate design values see ESR-13t1,ESR-1966(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 SS 2- 3=(-6562) 1484 7- 8=(-1542) 7194 2- 8=(-1658) 404 WEBS: 2x4 KDDF STAND; LOADING 3- 4=(-6636) 1488 8- 9=(-1066) 5198 8- 3=( -630) 2756 li, 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"OC. 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"OC. 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 at: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. \n/ 9" oc in 1 row(s) throughout 2x4 top chords, ICOND. 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 HORIZ. LL DEFL = -0.014" @ 13'- 1.5" MAX HORIZ. TL DEFL = 0.031" @ 13'- 1.5" 6-09-08 6-09-08 T T T Design conforms to main windforce-resisting 3-07 3-02-08 3-02-08 3-07 system and components and cladding criteria.f T T 12 12 M-4x6 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), load duration factor=l.6, 4.0" 3 ,(---t( inuss thedd planeeoffor thewtruussoads only. NI r M-3x5 A M-3x4 2 9 M-5x10 M-5x10 , ,m11111' ow 11111111,4111111111111111111111111110Siii41/4 M 17, 1 8 9 10 01 M-3x6 =M-4x4 M-4x8 M-1,5x3 • O b 1 ), 3004# ), )' 3-05-04 2-06-12 1-07 2-06-12 3-05-04 y 13-07 y 1-06 b ���t G N S e--- ...6"5.../0- 17 8.9200P E - JOB NAME : 5017-B POLYGON - B3 ✓ �- Scale: 0.3912 / tT' WARNINGS: G. hRAeNOTsb, unless on the otherwise ,OREGON 44,/ 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 ate, Truss: B3 and Warnings before construction commences. building component Applicability of design parameters and proper i4 •• •QA A, • 2.2z4 compression web bracing must be installed where shown t. Incorporation of component Is the responsibility of the building designer. ,� L 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chords to be lateral braced at ! �( is the responsibility of the erector.Additional permanent bracing of T o e and at l0 o.c,respectively ss ety unless braced throughout their length by A I { C' DATE: 11/2/2015 the overall structure s the responsibility of the boldo designer. coni nuous sheathing such as bracing requiredplywootl sheathing(TC)where sl and/or tlrywell(BC). 7:?-F3. l 1"I I L.. - 9 g 3.2z Impact bridging or lateral where shown t a0 (Z rl SEQ.: K 15 0 4 8 8 6 4.No bad should be applied to any component until after all bracing and 4.Installation dress is the responsibikty 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 nonconosive environment, TRANS ID: LINK design bads 5aapplied toany w "n mpent. and era mrrycontlrclon^ofuae. 5.CompuTrus has no control over and assumes no responsibility for the 6. hull boar:ng stall sUppods shown.Oh:m or wedge it EXPIRES: 12/31/2015- fabriwtion,handling,shipment and Installation of components. necescary. 7.Dosis shall be aaded on drainage to truss,a. November 3,2015 8.This design is furnished subject to the limitations set forth by B.Plates shall be located an both faces of truss,and placed so their center TPIANTCA In SCSI.copies of which will be furnished upon request. lines coincide with Ioit center lines. 0.Digits indicate sae of plate in inches. MITek USA,Ino./CofnpuTrus Software 7.6.6(1 L)-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 35-03-04 STUB MONO HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x6 KDDF #16BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-1132) 412 8- 9=( -108) 192 8- 1=(-3192) 1070 11- 5-) 0) 976 2x4 KDDF #1zBTR Ti 2- 3=(-1076) 909 9-10=(-2964) 6980 1- 9=( -980) 2960 5-12-(-2444) 1292 BC: 2x6 KDDF SS LOADING 3- 4=(-7814) 3158 10-11=(-9096) 9690 9- 2=( -118) 189 12- 6=( -380) 1792 WEBS: 2x9 KDDF STAND 1 LL = 25 PSF Ground Snow (Pg) 4- 5=(-9806) 3968 11-12-(-3999) 9479 9- 3=(-6296) 2750 6-13=(-6792) 2898 TC UNIF LL11( 5 .0)+DL( 14.0)= 69.0 PLF 0'- 0.0" TO 1'- 7.0" V 5- 6=(-7290) 2939 12-13=(-2689) 6330 3-10=) -319) 1510 13- 7=( -400) 284 TC LATERAL SUPPORT 24"OC. UON. TC UNIF LLI,( 100.0)+DL( 28.0)- 128.0 PLF 1'- 7.0" TO 35'- 3.3" V 6- 7=( -42) 92 10- 4=(-2102) 1098 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL I) 0.0)+DL( 90.0)- 90.0 PLF 0'- 0.0" TO 35'- 3.3" V 9-11=) 0) 390 TC CONC IL( 66.0)+DL) 18.5)= 89.9 LBS @ 1'- 7.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x9 BRACING AT 24"OC UON. FOR LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -1199/ 2933V -86/ 93H 5.50" 4.69 KDDF ( 625) REQUIREMENTS 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 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. " ( 2 ) complete trusses required. o ICONS. 2: Design checked for net psf) uplift at 24 c spacing. Join together 2 ply with 3"x.131 DIA GUN nails staggered at: VERTICAL DEFLECTION LIMITS: LL=L/290, TL-L/180 XX\,\/ 9" oc in 1 row(s) throughout 2x9 top chords, MAX LL DEFL = 0.357" @ 18'- 0.7" Allowed = 1.718" 9" oc in 2 row(s) throughout 2x6 top chords, MAX Ti 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 2x9 webs. MAX HORIZ. LL DEFL = -0.070" @ 39'- 11.8" MAX HOSTS. TL DEFL = 0.106" @ 39'- 11.8" ** For hanger specs. - See approved plans Design conforms to main indforce-resisting 1 system and components and cladding criteria. Wind: 190 mph, h=20.7ft, 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. 1 1-06-15 33-08-05 X1 1' 1-.00.(6-..T(5 15-08-05 ..(( 18-00 1-06-15 6-04 6-09-03 6- 9-03 6-09-03 7-00-11 T 484.40# T -r f T T 12 6.00 p M-5x6(S)II M-4x6 M-9x6 2 M-3310 M-3x4 M-7.x9 M-3x10 M-1.5x3 R\\ -/,,,,::„ � `" 8* -1.5x3 M-1x4 0.25" M-lix4 M-3x10 *f3 m n�f� P (1 C-� M-4x12 M-7x8(S) -�V GtNt� At.- 1-00 8-07-04 y 8-05-08 y 8-05-08 y 8-09 y _ ` cT y89200PE -- 35-03-014 JOB NAME : 5017-B POLYGON JE. D1 AP, Scale: 0.1165 � r WARNINGS: GENERAL NOTES, unless otherwise noted: • ©f"7C�•�IV . 1.Builder and erectionfrit 1 should beadvised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual f-7 GO V 'I�, Truss' D1 and Warnings beforeen r.)I a ces. building component Applicability 0 design parameters and proper �¢. V` - • 2.2x4 compression webbmang.must beltAt II dwhere shown*. incorporation of component lathe responsibility of the building designer. 6 'Il 141 f]©�_g4- 3.Additional temporaryb t0 r stability dor construction 2.Design assumes the top and bottom chords to be laterally braced at f"' {h,f g e p y rig cons 2' • o c.and at 10'o c respectively unless braced throughout their length by /#�g_r is the responsibility of the d Atldltldnal permanent bracing of continuous sheathing such as plywood aheathing(TC)and/or drywall:BC). "'/ '`�'L71 I \-' ', DATE: 11/2/2015 the overall structs is the responsibility or the building designer. 3.2x Impact bridging or lateral bracing required where shown•.- SEQ.: fl l L- S E Q.: K 15 0 4 8 8 7 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 see 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. and are assuor mes fullben•ofusa. 5.CompuTrus has control over and assumes no responsibility for the B.Oee snare asNllbeefingetallsupportsshown.Shimorwedgei( EXPIRES: 12131f2015- ceryum fabrication,handling.shipment and Installation orcomponents. 7.Design assumes adequate drainage Is provided. NQuemI 3,2015 6.This design Is furnished subject to the limitations set form by e.Plates shall be located on both faces of truss,and placed so their center TPIM/TCA In SCSI,copies or which will be furnished upon request. Ines coincide with joint center lines. 9.Digits 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 35'- 3.3" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x6 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 1- 2=( -567) 173 9-10=( -121) 128 9- 1=(-1605) 389 6-13=(-1221) 378 2x4 KDDF #1&BTR Ti 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) 4843 10- 2=( -47) 150 7-14=(-3395) 827 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-3903) 920 12-13=(-1164) 4735 10- 4=(-3149) 821 14- 8=( -200) 106 LL( 25.0)+DL) 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-4901) 1094 13-14=( -792) 3164 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) 41 5-12=( 0) 231 12- 6=( 0) 313 LL = 25 PSF 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/ 1475V -86/ 938 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" @ 34'- 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=l.6, Truss designed for wind loads in the plane of the truss only. 3-06-15 31-08-05 T T T 3-06-15 13-08-05 18-00 1-01-172-05-03/ 4-04 6-09-03 6-09-03 6-09-03 7-00-11 T T '1 '1 4 'f T T 1-07-04 T T 12 6.00 3 M-4x6 M-3x10 M-3x4 M-5x6(5) M-3x4 M-3x10 M-1.5x3 M-9x6 2.• 4 5 6 7 8 wow w xa ( 114 v \ o o i o o 0 N 9 10 11 14 12 �m *M-1.5x3 M-3x4 0.25" M-3x9 M-3x10 • - M-4x12 M-7x8(S) A�Q PRp.01 e l l l y l l < 4 � .�+ c3 .... I N ct1- 1-00 8-07-04 8-05-08 8-05-08 8-09 - � ' ,� - y y 35-03-04 - Op82 •E , FC'" JOB NAME : 5017-B POLYGON - D2 Scale: 0.1790 ., Ali _j►a WARNINGS: GENERAL NOTES, unless otherwise noted: . ...+ I,- ssyaR. t.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 7 '®REGOI V 40 Truss: D2 and Warnings before construction commences. budding component.Applicability of design parameters and proper 4e !�� /� 2.2x4 compression web bracing must be natalled where shown+, incorporation of component sthe responsb Idy of the building designer. �� 3.Additional temporary bracing to insure stability during construction2 Design assumes the lop and bottom chords to be laterally braced en Is the responsibility of the erector.Additional permanent bracing of Toc and sheathingt o.c.respectively unless braced throughout theirlengih by DATE: 11/2/2015 the overall structure is the responsibility of building tles continuous sucheras plywood sheathing(TC)whereshown owrandtar drywall(BC). i14`-�'Y-{3 j{ .. eponsi ry o g igner. 3.2x Impact bridging or lateral bracing required shown++ ('1 fl 1 1� SEQ.: K1504888 4.Noload should be applied to any component until after all bracing and 5.Installation of trysts the the noncctrye eenractorr . fasteners are complete and M no time should any loads greater than Design assumes TRANS ID: LINK design loads be applied to any component. 6. and I re for'dry condition.' ondb adnf ut all supports shown.Shim or wad 5.CompuTrus has no control over and assumes no responsibility for thenecesem°°°m°° g° Po° wedge if EXPIRES: 12/ 112015 fabrication,handling,shipment and installation of components. ry. 7.Design shalt es adequat e odrainageis provided. November 3,2015 8.This design K furnished subject to the limkatbns set forth by 8.Plates shell be boated on both faces of truss,and placed so their center TPINJICA in BCSI.copies of which will be furnished upon request. lines coincide with Joint centerlines. 9.Digits indicate size o/plate in inches. MITek USA,Ino./CompuTrus Software 7.6.6(10-E 10.For basic connector plate design values see ESR-1311.ESR-1968(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) 394 9-10=( -66) 129 9- 1=(-1428) 389 5-13=(-696) 219 BC: 2x4 KDDF #1&BTR SPACED 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 TC LATERAL SUPPORT G= 12"00. UON. LL( 2p.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2101) 557 13- 8=(-540) 2263 3-11=( -29) 490 BC LATERAL SUPPORT <- 12"00. UON. I • 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"01 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) REQUIREMENTS 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. IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.155" @ 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, (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-os l0 9-11-11 • T 4 4 4 5-06-15 4-09-09 -00-12 5-00-12 4-09-09 4-10-03 5-01-08 -1 T ' T T T T T 12 12 6.00 p M-4x6 M-5x6(S) M-4x6 '7:16.00 M-3x4 0.25" M-3x4 3 k 4 5 MP 14 -3x5 M-1.5x3 V474 . f G rn 0 I u:, iii c9 W90 9** 10 Ll 12 13 *8 o M-1.5x3 M-3x10 M-3x4 0.25' M-3x8 M-3x6 to M-5x6(5) y 5-02 y 6-10-12 y 6-09 y 6-10-12 y 9-06-12 y .4\ •`� Ely -(C' __. III y 35-03-04 y `^� +,: , 9200P'E <` • JOB NAME : 5017-B POLYGON - D3 Scale: 0-1973 /�. • WARNINGS: GENERAL NOTES, unlessotherwisenoted' i �'_ 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 • 'OREGON Truss: D3 and Warnings before construction commeases. building component Applicability of design parameters and proper Incorporation of component is the responsibility of building designer. �- 2.2x4 compression web bracing must be installed where shown+, ') f]0 3.Addelonal temporary bracing to Insure stapidy during construction • 2 Design assumes the top and bottom chords to be laterally braced at '' fi+ ': is the responsibility of the erector Addition.permanent bracing of 2 o c.and at 1a o c respectively unless braced throughout their length by {i'9' DATE: 11/2/2015 the overall structure Is the responsibility FlOe building des continuo.Impact sheathing such as c aired where shown •tlrywall(BC). "'°Fl�+�{ �I P ly o g Bner. 3.2n Impact she th or lateral bracing plywood sheathing(TC) required where shown++ (l 1� SEQ.: K15 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 al 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 for•arycondition"oruse. 5.CompuTrus has no control over and assumes no responsibility hr the 5.De sign assumes full bearing at all supports herr Shim or wedge If EXPIRES 12131/2015 fabrication,handling, ry /1 r edisujec to te installationimitalsf et rheyta. 07.Design besaded oneoth face 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 pieced so their center TPVWTCA 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,Inc./CompuTrus Software 7.6.6(1 L)-E tO.For basic connector plate design values see ESR-1311,ES12-1988(MTek) • This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 3.3" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cit-1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE - 1.15 1- 2=(-1560) 494 11-12=( -67) 129 11- 1=(-1428) 469 15- 9=(-170) 173 BC: 2x4 KDDF#1&BTR SPACED 24.0" O.C. 2- 3=( O) 0 12-13=(-563) 2249 1-12=( -398) 1441 WEBS: 2x9 KDDF STAND 2- 4=(-1340) 486 13-14=(-657) 2643 12- 2-( 0) 351 LOADING 4- 5=(-2414) 753 14-15-(-673) 2616 12- 4=(-1228) 366 TC LATERAL SUPPORT 4= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2653) 819 15-10=(-648) 2263 4-13=( -31) 490 BC LATERAL SUPPORT 4= 12"01. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8-1-2101) 674 13- 5=( -393) 141 TOTAL LOAD = 42.0 PSF 7- 8-( O) 0 5-14=( -13) 83 8- 9-(-2417) 718 14- 6=( 0) 178 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2649) 784 6-15=( -696) 241 ALL FLAT TOP CHORD AREAS NOT SHEATHED 8-15=( -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 HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -249/ 1468V -141/ 94H 5.50" 2.35 KDDF ( 625) ** For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 35'- 3.3" -241/ 1495V 0/ OH 5.50" 2.39 KDDF ( 625) 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 = -0.155" @ 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, TC0L=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. 7-06-15 15-08-10 11-11-11 T T T 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 f T T f '1 T T T T T 7 5-0 -04 10-00 f f T 12 6.00 M-9x6 3 M-5x6(S) 7 12 M-3x4 M-3x9 M-4x6 Q 6.00 2 4 0.525" 6 y • 10 00\/\/\ M-3x5 71.5x31 t. o o /r 1 o M 1 O N /- tk ,ya 11** 12 13 ,r 19 15 *•10 0M-1.5x3 M-3x10 M-3x4 0.25" M-3x8 M-3x6 f 0M-5x6(5) F&`.0 oFeb ), 1 y l � , RT � .. � `�. •N.. f05-02 6-10-12 6-09 6-10-12 9-06-12 �� , 6A 1r,.. b 35-03-04 - ' .8. 2OOP E JOB NAME : 5017-B POLYGON - D4 Scale: 0.1723 ...�`e WARNINGS: GENERALNOTES, unless otherwise notetl ('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:ndrvdual '1'7 _ORE(7VN 40 Truss: D4 and Warnings before construction commences bo king component Applicability of design parameters and proper ,4 a 2.24 compression web bracing must be Installed where shown+. incorporation of component Is the responsibility of the building designer. '{e t 2-C). 4-' � 3.Additional temporary bracing to Insure stability during construct on 2.Design assumes the top and bottom chortle to be laterally braced at ..-746.' F Is the responsibility of the erector.Additional permanent bracing of 2oc.and a170 o4respeciiuety unless braced throughout their length by [-�- DATE: 11/2/2015 the overall structuresibs respons5Ity o(the bolding tleslgrrer. continuous sheathing such as plywood sheathIng(TC)and/or drywall(BC). r7 1'l`to� 3.2i Impact bridging or lateral bracing required where shown++ } SEQ.: K 15 0 4 8 9 0 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibikly of the respective contractor. fasteners are complete and at no time should any loads greater then 5.Design a es trusses are to be used In a non-corrosive environment, TRANS ID: LINK design loads be smiled to any component. and are or dg condition"or use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes roll bearing at an supports shown.Shim or wedge If EXPIRES: 12/31/2015 fabrication,handling,shipment components. necessary. edi coo ellmiaonsfetf6.PltisrhallbelceduoneothlfagelofrusseNovember 3,2015 6.This design Is furnished subject to the limitations sal by S.Plates shall be located on both faces of buss,and placed so their center TPIA1TCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,inc./Com uTrus Software 1 LE 7.6.6 - 9.Digits indicate size 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 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) 554 1- 8=(-427) 2151 8- 2=( 0) 264 6-11=(0) 275 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2043) 520 8- 9=(-429) 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 _ LOADING 4- 5=(-1755) 516 10-11=(-950) 2252 9- 9=(-232) 117 ELI( 25.0)+OL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2067) 526 11- 7=(-498) 2255 9-10=(-198) 109 TC LATERAL SUPPORT 4= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2642) 572 5-10=(-106) 577 BC LATERAL SUPPORT 4= 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 • LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 OPACIOR AT EASOC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 FIE LIYIIEC STORAGE 0'- 0.0" -192/ 1481V -140/ 19OH 5.50" 2.37 KDDF ( 625) LIVE LOAD AT LOCATIONS) 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. ** For hanger specs. - See approved plans 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 I 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 !I in the plane of the truss only. 13-06-157-08-10 13-11-11 T T 6-10-08 6-08-07 I 3-10-05 3-10-05 6-08-07 7-03-04 T 4 ,( T 1 4 T 12 12 M-4x6' M-4x6 Q 6.00 6.00 p M-3x9 3, 4 ee M-3x4 M-3x4 2 1 M-5x67+,m o 0 1 t A B T ® $ rn 1 .+ 8 i 9 10 11 ++7 O I M-1.5x3 IM-3x$ M-3x8 M-1.5x3 M-3x6 1 o O M-3x5(5) y 6-08-12, y 6-05-04 l y 8-06-08 1 6-05-04 y 7-01-08 y 5� G N �`Sl - y • 15-03-04 • 20-00 y : �.�``.. V -,.•- • -.0,-. 35-03-04 89200PE :4;t" - '71--- JOB NAME : 50 17-B POLYGON - D5 Scale: 0.1722 = j WARNINGS: GENERAL NOTES, unless otherwise noted. -�7r /^{�rP.oNl ya 1.Builder and erection contractor should be advised of all General Notes 1 This design is based only upon the parameters shown and k for anindrvdual • 'OREGON�IVV 'w. ��V Truss: D5 and Warnings before construction commences. budding component.Applicability of design parameters and proper I�, 2.2x4 compression web bracing must be installed where shown 4. incorporation • of component is the responsibility of the building designer. �ay•'14,1 p '1 4 zc... 4.- 3.Additional temporary bracing b insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at C.! Is the responsibility the erector.Atldlllpnal t bracing of 7 o c and at 10 o.c.respectvely unless braced throughout their length by orpemsnencontinuous sheathing such as plywood sheath ng(TC)anNor drywall(BC). '-'`' R��V' DATE: 11/2/2015 the overall structure Is the responsibilly bf the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any competent until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. SEQ.: K15 0 4 8 91 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'Ary TRANS ID' LINK design loads be applied to any component full bion"of use. 5.CompuTrus has no control over and assumes no responsibility for the B.Design assumesNllbearingatallsupportsshown.ShimorwetlgeIt EXPIRES: 12/31/2015 ry fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. November 3,201 5 B.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 TPIM/TCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center inns. 0.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 35'- 3.3" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&13TR LOAD DURATION INCREASE = 1.15 1- 2=(-2556) 700 1-10=(-550) 2151 10- 2=( 0) 269 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2- 3=(-2043) 676 10-11=(-551) 2196 2-11=(-462) 176 WEBS: 2x9 KDDF STAND; 3- 9=( 0) 0 11-12=(-979) 1846 11- 3=(-128) 566 2x9 DF STAND A LOADING 3- 5=(-1739) 693 12-13=(-582) 2252 11- 5=(-292) 157 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 7=(-1755) 649 13- 9=(-580) 2255 5-12=(-208) 146 TC LATERAL SUPPORT <= 12"OC. 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=(-2692) 721 8-13-) 0) 275 LL = 25 PSF Ground Snow (Pg) NOTE: 2x4 BRACING AT 29"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 -191/ 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 !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 = -0.121" @ 17'- 5.2" Allowed = 1.718" MAX TL CREEP DEFL = -0.299" @ 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=9.2,BCDL=6.0, ASCE 7-10, 15-06-15 3-08-10 15-11-11 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f f f f load duration factor=1.6, 6-10-08 6-05-04 2-03-03-10-015-10-08-03-03 6-05-04 7-03-04 Truth designed for wind loads 1' 1' 1' 1' 1' 1 f f in the plane of the truss only. 13-07-09 / 14-00 I 4 6 f 12 M-4x6 M-3x4 M-4x6 12 6.00 3 5 Q 6.00 w N. M-3x9 M-3x9 2 M-5x6 O p 4100111 • tea m $ 4 1 ** 10 11 12 13 *5 Z IM-1.5x3 M-3x8 M-3x8 M-1.5x3 M-3x6 1 0 0 M-3x5(5) y y y y y y Ep P l QFc 6-08-12 6-05-04 8-06-08 6-05-04 7-01-08 ;' C' G y )' y C�INEc y 15-03-04 20-00 ,i' - "' ``^ -` 35-03-04 •89a •MPE JOB NAME : 5017-B POLYGON - D6 Scale: 0.1722 �� �j}a WARNINGS: GENERAL NOTES, unless otherwise noted: //ry�p .. . r�eL�. 1.Builder and erection contractor should be advised of ell General Notes 1.This design k based only upon the parameters shown ands for an individual '1J f-1 E l7 V N _ w • Truss: D6 I and Warnings before construction commences. building component Applicability of design parameters and proper � •• ©\- Au 2.204 compression web bracing must be installed where shown 4. Incorporation of component s the responsibility of the building designer. !/ 3.Additional temporary braving to Insure stability during construction 2 Design assumes the top and bottom chorda to be laterally braced at 1 is the responsibility of the erector.Additional permanent bracing of 2o.c.and at l0 o.c respedsply unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �fi[L ['f } V DATE: 11/2/2015 the overall structure Is the responsibilityresponsibilityof the building designer. 3.2x Impact bridging or lateral bracing required where shown** l 1 1+. S E K 15 0 4 8 9 2 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. 4' fasteners are complete and at no time should any bads greater than 5.Design assumes busses are to be used In a noncorrosive environment, TRANS I D: LINK design loads be applied to any component. E. and era for'dry condition" ugdb erin f ul al supports shown.shim or wed If 5.CompuTrus has no control over and assumes no responsibility for the Design assumes bearing ppo 9e EXPIRES: 12/31/2015- necessary. 1 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 TPIANOCA In BCSI,copies of which will be furnished upon request. lines coincide with joint centerlines. B.Digits 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 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=(-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 WEBS: 2x4 KDDF STAND; 3- 4=(-1661) 457 10-11=(-289) 1867 3-10=(-644) 239 2x4 DF STAND A LOADING 4- 5=(-1661) 444 11- 7=(-422) 2227 10- 4=(-237) 1089 LL' 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6-(-2363) 508 10- 5=(-685) 247 TC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD- 10.0 POE 6- 7-(-2613) 537 5-11=( -14) 468 BC LATERAL SUPPORT <= 12"00. UON. 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 BAG REQUIRED BAG AREA BO/TOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIr{E 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 TH BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 35'- 3.3" -269/ 1659V 0/ OH 5.50" 2.65 KDDF ( 625) '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 = -0.119" @ 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 HORIZ. TL DEFL - 0.088" @ 34'- 9.7" 17-05-04 17-10 Design conforms to main windforce-resisting system and components and cladding criteria. 5-10-05 5-08-09 ♦/5-10-05 5-10-05 5-08-09 6-03-01 Wind: 140 mph, h=23.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 'I f / 1 'I` "I (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 12 load duration factor=1.6, 6.00 M-4x6 ' 6.00 Truss designed for wind loads 9 0" in the plane of the truss only. 4 4`•( 14004 M-5x6(5) 3.1" M-3x4 0.25" 301 5 Vx • +8 M-1.5x3 M-1.5x3 +. m n-) A o 0 1** 9 I 10 11 7 8 0 to r M-4x4 M-3x4 0.25" M-3x4 M-3x6 1 M-5x8(S) o E0 PRQ��4't3 1 y j l l l �� r. �' G)N r f' 8-09-08 8-07-12 8-07-12 9-02-04 •" ‹ ''pp'tI'�•�rr99 i'-©-. ,. y •• 35-03-04 1-06y ©'7G�QI""•E -e... JOB NAME : 5017-B POLYGON - D7 Scale: 0.1800 ..4 WARNINGS: GENERAL NOTES, unless otherwise noted: ���•�� , 1.Builder and erectioncontractor Should be advised Hall General Notes 1.This design is based only upon the parameters shown ands for an individual t Truss: D7 and Wamings beforeconstruction co b building component.Applcablloy of design parameters and proper '\ 2.2x4 compression web bracing must b Installed where shown*. Incorporation of component k the responsibility of the building designer. f� � at 3.Additional temporary bracing to Insure stability during constructor 2 Design assumes the top and bottom chards to be aterally braced en -L a Is the responsibility of the erector.AddIti 151 permanent bracing of 2'o.c.and at 10 o c respectively unless braced throughout their length by V DATE: 11/2/2015 the overall structure is the responsibility (the bu Itl'n dee continuousxIsdg:ng or latebh as ac plywood required where shoarwilwn tlrywall(BC). :jam'}1 �, v o g goer. 3.2x Impact bldg ng or lateral bracing where shown+* 1-1 1 1� SEQ. : 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. 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 and are for ery condition"aruse. 5.CompuTrus has no control over and assumes no responsibility for Me a necessary. fabrication, esign assumes full bearing al all supports shown.shim or wedge if EXPIRE& 12/3112015 fabrication,handling, ry d shipmentuto the installation of components. 7.Designassumesbe ladedoaneothfage is provided. November 3,2015 6.This design is Nmishetl subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIAATCA in BCSI,copies of which will be furnished upon request. Ones coincide with joint center lines. 9.Digits indicate site 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 35'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2-10=(-372) 2268 3-10=(-270) 187 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2- 3=(-2645) 531 10-11=(-259) 1899 10- 9=( -18) 475 WEBS: 2x9 KDDF STAND 3- 4=(-2397) 503 11-12=(-281) 1889 4-11=(-679) 246 LOADING 4- 5=(-1694) 953 12- 8=(-416) 2256 11- 5=(-237) 1125 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-1694) 453 11- 6=(-6B0) 246 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2397) 503 6-12=( -18) 975 TOTAL LOAD = 92.0 PSF 7- B=(-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 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" -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 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 = -0.127" @ 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 = -0.019" @ 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 4' 1' 1' 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. '1 T T '1 4' T '1 12 12 Wind: 190 mph, h=25ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 6.00 M-4x6 Q 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 4.0" Truss designed for wind loads 5 .t' in the plane of the truss only. M-5x6(5) -! M-5x6(5) 3.1111 .44, 0.25" 9 6 7r- *\%%*lppM-i...5X3 M-1.5x3 14 + +. I n to o o I Ma CP 1 'f of 2 cont-3x6 M-3x4 1b.25" M-3x4 M-3x6 e o M-5x8)S) • 9,,EO PR:OFES' y 9-02-04 y 8-07-12 y 8-07-12 y 9-02-04 y "'• V��IN•��" -- l l y 1 :92OOP.E -x'-- 1-06 35-08 1-06 JOB NAME : 5017-B POLYGON - D8 � Scale: 0.1680 (� /ya WARNINGS: GENERAL NOTES, unless otherwise noted. 14119 : v. 1.Builder and erection contractor should be advised of all General Notes 1.This designs based only upon the parameters shown ands for an ndbdual ©RECON Is, Truss: D8 and Warnings before construction commences building component.Applicability of design parameters and proper V 2.2x4 compression web bracing mutt be installed where shown.. incorporation of component i°the responsibility of the building designer. }/ '1 t�©� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chorda to be laterally braced at Q 11�.n_ . C i�,' is the responsibility of the erector.Additional permanent bracing of 21oc and at 10 oc rsuch as ply unless braced throughout their length by AI �_ DATE: 11/2/2015 the overall structure Is the responsibility ofthebuldin des 2omnuo"brngsmor°tehabpgreuiredwereshwsasheathing(TC)and/or arywan(Bc). ''f q-I'N6= p ty g Boar. 3.Zit Impact bridging or lateral bracing required where shown«. fl SEQ.: K15 0 4 8 94 4.No load should be applied to any component until after all bracing and 4.Installation of tm,Nesme are to responsibility tthenonrespective non-corrosive contractor. fasteners are complete and at no time should any mads greater than Design assumes design loads be applied to any component and are for"dry condition..of use. TRANS I D: LINK 8.compuTms has no control over and assumes no responsibility for the 6.Doagn assumes full bearing at°°supports shown.shim or wedge if EXPIRES: 12/3112015 fabrication,handling, ry edlsmeecao tiaalimatmn of comprtheys. T.Design shall ha adequate drainage Is truss. November 3,2015 8.This design Is furnished subject to iha limitations set forth by B.Plates shall be located on both faces of Imae,and placed so their center TPII TCA 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,Inc.ICompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITA) • 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 #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2-14=(-1563) 4468 14- 3=( -450) 1450 11-21=(0) 246 BC: 2x4 KDDF #1&BTR 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 4= 12"01. 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 POE 6- 8-(-1750) 623 20-21-( -865) 2295 6-18=( -55) 266 7- 9-( -469) 611 21-12-( -863) 2296 17-18=( 0) 81 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF 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 REQOIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. - 11-12=(-2692) 1039 8-20-( -323) 89 OVERHANGS: 18.0" 18.0" I 12-13=( 0) 76 10-20=( 0) 475 BOT OM 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-1.5x9 or equal at non-structural 1 0'- 0.0" -479/ 1669V -178/ 178H 5.50" 2.67 KDDF ( 625) vertical members (tion). • 35'- 8.0" -479/ 1669V 0/ OH 5.50" 2.67 KDDF ( 625) Unbalanced live loads have been considered for this design. ** For hanger specs. - See approved plans '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 LL DEFL = 0.198" @ 13'- 7.0" Allowed = 1.737" 15-11-11 3-08-10 15-11-11 MAX TL CREEP DEFL = -0.388" @ 13'- 7.0" Allowed = 2.317" T 1' 1' 1' 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' T 4-05-12 T 2�03-0 0-f1-�15 T 5-05-04 4 MAX HORIZ. LL DEFL = 0.113" @ 35'- 2.5" 1 "r 4' 4' 1' 1' 1 f MAX HORIZ. TL DEFL - 0.191" @ 35'- 2.5" 12-00 12-00 T T T '1 12 M-4x6 M-3x8 M-4x6 12 Design conforms to main windforce-resisting 6.00 M-3x4 \ f Q 6.00 system and components and cladding criteria. M-4x6 M-4x6 Wind: 140 mph, h=24.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6 6 8 I 0 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, M-3x4 Truss designed for wind loads 4 M-3x4 in the plane of the truss only. M-3x6 3 M-3x8m 1 A 15 - 18 ill'isr_nry �s fn d, 0 1 M-5x6 M-3x4 M-3x8. n 19 20^ 21 *i\3 I o M-1.5x3 M-7x8 0.25" M-1.5x3 M-3x6 i . M-3x4+ M-5x8 M-3x4+ - M-5x8(S) d 3.75 12 y y y y y • y ,k )' y Q,ED P R QF-e 2-05-08 4-05-12 4-07-08 2-00-04 4-11-10 5-06-10 5-05-04 6-01-08 \ • • • 1-06_-05-08 10-11-12 22-02-12 1-06 - _- V �9 `'T y 35-08 y 882OO - JOB NAME : 5017-B POLYGON - D9 i� Scale: 0.1433 WARNINGS: I GENERAL NOTES, unless otherwise noted -� -OREGON-- 1.Builder and erectioncontractor 4h Id beadvised of all General Notes 1 This design Is based only upon the parameters shown and Is for an individual '� � Truss: D9 and warnngeberoconstructiona m¢ buildingcemponent.ApplkabllltyoftleGgnparemet reantlproper l� ©s\ s(. 2.2v4 comprecslonw bbracing M ab beardedwhere shown*, incorporation of component s the responsibility of the building designer. !© C 7 3.Additional temporary bracing toinsure atal)Ildy during construction 2 Design assumes the top and bottom chords to be Ialereho braced at r N be responsibility t thct. Atld tbr#1 permanent bracing of 2o.c.and at 10'o.c.respectively unless braced throughout their length by �� DATE: 11/2/2015 the overall structures the res onsibi Tithe buildingdesigner. continuous5 Impashgg or ltehasacing requirede here shown tlrywall(BC). ( 'L �, P htY o 9 3. Impact bridgingth or lateral bracing where Mown r d i-1 L. SEQ.: K1504895 4.No load should be applied to any component until after all bracing and 4.�snationenrussfYsthhSressponsibuL�do thena�pectoec contractor. fasteners are complete and at no time should any loads greater than Design assumes to be TRANS ID• LINK design bads beapplied toany component. and are for•dryconamon^nruse. 5.CoepuTrus has no control aver end cssvcnes no reaponsibitity for the 8.Deis�scumesNllbeadngatallsupportschown.Shimorwedge:t EXPIRES: 1213112015 fabrication,handling,shipment and installation of components. ry. 7.Designsshall beer adequateobocdrainage is provided. November 3,201 5 6.This design Is furnished subject to the limitations set forth by e.Plates shall be located on both(aces of truss,and placed so their center TPI!W1CA In BCSI,copies of which cell be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate see of plate In Inches. MiTek USA,Inc.ICompuTrus 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 35'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2-14=(-1052) 4460 14- 3=( -291) 1448 20-11=(-409) 142 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-5070) 1274 14-15=) -917) 3837 3-15=(-1153) 311 11-21=( 0) 296 WEBS: 2x4 KDDF STAND 3- 4=(-3053) 839 15-16=( -628) 2692 15- 4=) 0) 319 LOADING 4- 5=(-2489) 781 16-18=( -577) 2335 4-16=) -609) 171 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2163) 728 17-19=) -27) 102 16- 5=( -248) 894 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=) 0) 0 19-20=) -566) 2244 16- 6=( -499) 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: 2x4 BRACING AT 24"01 UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 0 1B-19=( -543) 2157 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-2247) 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 B-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'- 0.0" -340/ 1669V -138/ 138H 5.50" 2.67 KDDF ( 625) ** For hanger specs. - See approved plans 35'- 8.0" -340/ 1669V 0/ OH 5.50" 2.67 KDDF ( 625) 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 IL 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 LL DEFL = 0.013" @ 37'- 2.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ 37'- 2.0" Allowed = 0.200" 0-06-07 13-11-11 7-08-10 13-11-11 MAX HORIZ. LL DEFL = 0.116" @ 35'- 2.5" MAX HORIZ. TL DEFL = 0.194" @ 35'- 2.5" 2-09 4-05-12 / 4-05-12 1-06-12f 4-08-11 2-11-152-03-03 5-05-04 6-03-04 / Design conforms to main windforce-resisting 12-00 12-00 system and components and cladding criteria. 1 f 1 12 M-330 9 12 Wind: 140 mph, h=24.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 p M-4x6 M-3x8 M-4x6 Q 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 56 8 End vertical(s) are exposed to wind, i Truss designed for wind loads M-3x4 in the plane of the truss only. 9 M-3x4 1 M-3x6 3 M M-3x6 �� rn o _....,...._-••.....- T _ __-g _ 01 j f!4i1 s :.64, -.-----°'''. �� 0 1 M-5x8 M-3x4 M-3x80 17 rn 19 20 21 •*i\3 0 1 I M-1.5x3 M-7x8 0.25" M-1.5x3 M-3x6 1 0 M-3x4+ 0 0 M-5x8 M-3x4+ M-5x8(S) d 3.75 12 l y . l y y l b y Eq P R Ore 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 l y l )' b r., �� GINE, /� 1-0 l 05-08 10-11-12 22-02-12 1-06 C 9 35-06 ":920©PE 1011PJOB NAME : 5017-B POLYGON - D10 / ' Scale: 0.1433 (d. �, • WARNINGS: GENERAL NOTES, unless otherwise notetl ® �� �� 'sa�; 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 g U L Truss: D10 and Warnings before constructor commences building component.Applicablfly of desgn parameters and proper a\ A5 2.2x4 compressor web bracing mud be installed where shown 9. Incorporetbn of component lathe responsibility or the building designer. '� a' lr 2-°-'6..• •4 3.Additional temporary bracing to Insure stability during construct on 2 Design assumes the top and bottom chords to be throughout braced at is the responsibility of the erector.Additional permanent bracing of coZoe.and at 10.sheathing respectively unless braced their length by A� DATE: 11/2/2015 the overall structure Is the responsibility of buildingde 2x impact such as plywood required her drawn)and/or drywen(aq. f L•f-fl I '�.. ponsi N o signer. 3.2x Impact bridging or lateral bracing where shown«. x7 11 l l,• SEQ. : Ki5 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 time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID: LINK design loads beappl dtoanycomponent. and are for"drycondreon or"sa. 5.CompuTrus has no control over and assumes no responsibility for the S Design ssumesfullbearingata0supportsshown.Shimorwedgei( EXPtRE3 12/3112015 fabrication,handling, necessary. ad shipment to the installation atforheyta. T.Design 051beassumes loadequate drainage iaprussa n November 3,2015 B.This design k famished subject to the limitations set forth by e.Plates shall be located on both feces of truss,and placed so their center TPIANrCA In SCSI,copies of which will be furnished upon request. linos coincide with joint center lines. 9.Digits Indicate size 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-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 #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2-11=(-969) 4461 11- 3=( -265) 1448 16- 7=(-147) 150 BC: 2x4 KDDF #16BTR '�I • SPACED 24.0" O.C. 2- 3=(-5071) 1108 11-12=(-846) 3838 3-12=(-1154) 306 7-17=(-452) 128 WEBS: 209 KDDF STAND I 1 3- 4=(-3054) 694 12-13=(-544) 2693 12- 4=( 0) 319 8-17=(-116) 649 • • LOADING 4- 5=(-2490) 628 13-15=(-424) 2336 4-13=( -609) 190 17- 9=(-417) 162 TC LATERAL SUPPORT <= 12"OC. UON. ',LL( 25.0)+UL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2164) 598 14-16=( -20) 102 13- 5=( -199) 894 9-18=( 0) 246 BC LATERAL SUPPORT 0= 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- B=(-1935) 543 17-18=(-468) 2308 6-15=( -18) 239 8- 9=(-2249) 568 18-10=(-466) 2311 14-15=) 0) 81 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2703) 593 15-16=( -391) 2158 ALL FLAT TOP CHORD AREAS NOT SHEATHED 15- 7=( -35) 159 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 OVERHANGS: 18.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -270/ 1675V -125/ 134H 5.50" 2.68 KDDF ( 625) • 0,ND 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 !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 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" ''i MAX HORIZ. TL DEFL = 0.199" @ 35'- 2.5" Design conforms to main windforce-resisting I system and components and cladding criteria. Wind: 140 mph, h=23.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 11-11-11 11-08-10 11_11_11 End vertical(s) are exposed to wind, Truss designed forwind loads 2-07- 04 4-05-12 4-05-12 2 OD-04 5-01-06 5-04-14 5-05-04 6-01-08 in the plane of the truss only. '( T T 1' T T T T T 12 12 6.00 M-4x6 M-3x4 M-3x8 M-4x6 Q 6.00 f 61 6 7 w M-3x4 M-3x4 0 1 0 M-3x6 '�, o rn M-3x8 ;,, T . . re, o �T -- w➢i�,ez�� 1, 11 12 1.?,_ 15 � Cr see o 0 0 M-5x8 M-3x4 M-8x6 o 14 „� 16 n 1s **6o of 1 M-3x4+ o vt-1.5x3 M-7x8 0.25° M-1.5x3 M-3x6 0l o M-3x9+ M-5x8 M-5x8(S) o d 3.75 Cil [� }� 12 Xn4*' Pf�0f'�+& l b l b y b y l l fi` - . IN �� >0 J' 2-07-04 4-05-12 4-OS-12, 2-0D-02 5-01-06 5-04-14 5-05-04 6-01-08 y 1-062-05-08 10-11-12 22-02-12 17. y - ©_ 35-08 41111110-40e7.--JOB NAME : 5017-B POLYGON - D11 - i' Scale: 0.1593 -p � WARNINGS: GENERAL NOTES, unless otherwise noted' F _OREG •O•�9t Lam+ 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 .RL © �c\ Truss: DII and Warnings before construction commences building component.Applicability of design parameters and proper -/..?. ,7( 2.2x4 compression web bracing must be installed where shown+. Ineatporat an of component a the responsibility of the building designer. 3.Additional temporary bracing to Insure etal�lay during construction 2.DewBn assumes the top and bottom chorda to be laterally braced at �, i 14•V t V.- Is the responsibility of the erector.Additional permanent bracing of T o.c.and at 10 o.c.respectively unless braced throughout their length by 14 V continuous sheathing such as plywood sheathing(TC)and/or dryyall(BC). DATE: 11/3/2015 the overall structure Is the responsibility otthe building designer. 3.Be Impact bridging or lateral bracing required where shown++ S E K 15 0 4 8 9 7 4.No mad should be applied to any component unto ager all bracing and 4.Installation of truss is Be responsibility of the respective contractor. 4' are trusses assumes Design fasteners are complete and at no time should any loads greater than 5. as B be used in a non-corrosive environment, design loads be applied to any component andare for"dry condition'of use. EXPIRES: 12131 f2015 TRANS I D: LINK s.campaTrua has no control over and assumes no responamll ry for the G Design assumes full bearing al all supports shown.Shim or wedge it fabrication.handling,shipment and Installation of components. seas November 3,2015 7.Design assumes b elocaadequate eteedrainage Is trusts,d.a B.This design is Nrnkhed subject to the limitations set/aril by e.Plates shall be located on both hoes of truss,and placed so their center TP WWCA 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,Ins./CompaTfue Software+7.6.6-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'- B.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq-1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2-13=(-1325) 4578 13- 3=( -374) 1982 10-19=(-170) 817 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2- 3=(-5185) 1510 13-14=)-115(1) 3990 3-19=(-1241) 456 19-11=( -18) 131 WEBS( 2x9 KDDF STAND; 3- 9=1-3059) 900 19-16=(-1037) 3871 19- 9=( -164) 995 2x9 KDDF #15BTR A LOADING 4- 5=( 0) 0 15-17=( -51) 192 19- 6=(-1329) 911 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2713) 899 17-18=) -873) 3425 6-16=( 0) 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 = 92.0 PSF 7- 8=(-3088) 958 19-12=( -657) 2262 16-17=( -821) 3297 • 8-10=(-2235) 709 16- 7-) -185) 502 LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 0 17- 7=( -299) 171 NOTE: 2x9 BRACING AT 24"OC UON. FOR 10-11=(-2550) 760 7-18=( -436) 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 BRG 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) specs. - See plans 35'- 8.0" -293/ 1998V 0/ OH 5.50" 2.40 KDDF ( 625) ** For hangerapproved '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 = -0.019" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.312" @ 13'- 7.0" Allowed = 1.737" MAX TL CREEP DEFL = -0.126" @ 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=9.2,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 ,r ,r 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 -04-15 3-07 3-11-12 in the plane of the truss only. f T T T 4 T 4 T 4 4 T 12 6.00 M-5x6 M-5x8(5) 12 M-3x5 0.25" M-3x4 M-4x6 Q 6.00 4 6 7 8 ri a } M-1.5x3 o M-3x8 1 w. vi m o M-3x10 -- - m o /�-- Ia10l..'n- m /1� j,., ,i 13 M-6X8 14 ro 16: c� oI oIo M-3x4+ M-3x8 15 17 18 19 **128.' � 0 o M-3x4+ ,,M-1.5x3 M-3x10 0.25" M-3x8 M-3x6 Io M-5x10 M-5x6(S) o 43.75 12 , `D Pp ,Of. Fi' l b )' y y l l - �, . � �)N 6�2-07-04 4-11-08 6-00-04 5-01-04 4-08-08 4-08-08 7-06-12 � l 1 b l J' ,0. 1-062-05-08 10-11-12 22-02-12 35-08 )' • ..8- 20 OPE _ -,. JOB NAME : 5017-B POLYGON - D12 �� ..... Scale: 0.1597 �} ^I j4'*._ WARNINGS: GENERAL NOTES, unless omerw sa noted ( OREGON w� 4/ Truss: D 12 1.Builder and erection contractor should be advised of all General Notes This design Is based only upon the parameters shown and is for an Individual �q ©�µ and Warnings before construction commences. bidding component.Applicablgty of design parameters and proper © _T( 2.254 compression web bracing must be Installed where shown+. Incorporation of component lathe responsibility of the bu ltling designer. v a� 1 ��'w: 3.Additional temporary bracing tonsure stability dudng constructor 2.Design assumes the top and bottom chords to be laterally braced at jIA `R,LV Ie the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 1d No.respectively unless braced throughout their length by "'���!!! --ERI-LV- eU'77 DATE: 11/3/2015 the overall structure Is the res triof the building desl continuous sheathing such as plywood aired ng(TC)and/or drywall(BL). pont Gly g goer. 3.2x Impact bridging or lateral bracing required where shown e a SEQ. : K 15 0 4 8 9 8 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 C- - -- J•- 12/31/2015 Be TRANS ID: LINK design loads applied la any component. and aremrerycanesion^Dress. t 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes NII bearing at all supports shown.Shim or wedge if fabrlcetlon,handling.shipment and installation of components. necessary. November 3,2015 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 laces of truss,and placed so their center TPIANTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 7.6. 0.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software+ 6-SP2 1 L E( } to.For basic connector plate design values see ESR-1311,ESR-19813(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 #18BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2-11=(-1130) 4578 11- 3=( -314) 1482 16- 7=( -11) 351 BC: 2x4 KDDF #1&BTRSPACED 24.0" O.C. 2- 3=1-5185) 1273 11-12-) -986) 3940 3-12=1-1241) 452 7-17=(-1065) 286 WEBS: 2x4 KDDF STAND; I 3- 4=(-3059) 710 12-14=) -826) 3871 12- 4=( -138) 945 8-17=( -152) 817 204 KDDF #1&BTR A LOADING 4- 5=(-2713) 685 13-15=( -42) 192 12- 5=(-1329) 367 17- 9=( -21) 131 I,L( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6-(-3843) 963 15-16-) -711) 3425 5-14=( 0) 286 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-3088) 788 16-17=( -641) 3060 13-14-) 0) 79 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-2235) 573 17-10=( -542) 2262 14-15=( -668) 3247 B- 9=(-2550) 608 14- 6=( -130) 502 LL = 25 PSF Ground Snow (Pg) 9-10=1-2658) 659 15- 6=( -294) 161 NOTE: 2x4 BRACING AT 24"0C UON. FOR 6-16=( -436) 89 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 BAG REQUIRED ERG AREA LOCATIONS REACTIONS REACTIONS SIZE 5Q.IN. (SPECIES) OVERHANGS: 18.0" 0.0" BOTTOM CHORD CHECKED FOR lOPSF 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. 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 HOAR. TL DEFL - 0.232" @ 35'- 2.5" SII 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 forwind loads in the plane of the truss only. 7-11-11 19-08-10 7-11-11 2-07-04 4-11-08 6-0D-0 5-01-04 4-08-08 4-08-08 3-07 3-11-12 T T T T T T T T T 2 12 M-5x8(S) M-9x6 Q 6.00 6.00 M-5x6 ' M-3x5 0.25" M-3x9 f ii 1 KM v X _ - M-1.5x3 o M-3x8 rn M-3x10 / m m A u o ` 14- � ••t v, •/ -= 1M-6x8 M-3x8 . o cs 13 5 6 17 . 10o o xI I M-1.5x3 M-3x10 0.25" M-3x8 M-3x6 I 0 o M-3x4+ M-5x10 M-5x6(5) -==n 3.75 { �y{/� - 12 `D PAVFE J' y b y y y y 'l . GIN `0'/ y J2-07-0 y 4-11-08 6-00-09 y 5-01-04 4-08-08 4-08-08 7-06-12 l '�� :� 4 'i 1-062-05-08 10-11-12 22-02-12 „�._ p�rg{.Qp. 35-08 f3' GV C JOB NAME : 5017-B POLYGON- 013 / f� I Scale: 0.1618 --0 1 WARNINGS: GENERAL NOTES, unless otherwise notetl �A�OREGON 1.Builder and erection contractor should Na advised Mall General Notes 1.This design is based only upon the parameters shown and s for an ndlldual �' a. 849 %_ 2p. #_ Truss: D13 and Warnings before construction comminces. building component Applicability of design parameters and proper1 (r 2.2x4 compression web bracing must be lristaled where shown-k. Incorporation of component is the responsibility of the building desgner. �I /O�] 3.Additional temporary bracing to insure slsbillly during construction 2.Design assumes the top and bottom chords to be laterally braced at !-------.j` -- ". Is the res bill of erector.Additional permanent o f 2 o.c.and at 10'o.c.respectivety unless braced throughout their length by (� {1>• ponsi ty a permanen g a continuous sheathing such as plywood 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++ 4.No load should be applied to any component until after al bracing and 4.Installation of truss is the responsibility afthe respective contractor. ��JJ�] -- fasteners cam�++ {r�12/31/2015- TRANS SEQ.: x1504899 are complete and at no time should any loads greater than O.Design assumesimsseseretobeusedinanoncorrosiveen environment, E/APlr1Gil: I L7A71/LL715 TRANS I D: LINK design loads be applied to any component. and e^ssumes condition"bean g at a.supports wedge i 5.CompuTms has no control over and assumes no responsibility for the 6.pees lull bearing t all su rts snow^.Shim or wee f wary. 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 set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPINJfCA in BCSI,copies of which vAll Na furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CorllpuTrus software+7.6.6-SP2(1L}E 10.For basic connector plate design values see ESR-1311,EOR-1988(MiTek) 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: 2x4 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: 2x4 KDDF #1&BTR 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) 854 204 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=(-38B2) 9624 13- 6=(-2170) 996 9-19=(-5682) 2354 BC LATERAL SUPPORT 0= 12"OC. UON. BC UNIF LL( 0.0)+DL( 40.01= 40.0 PLF 0'- 0.0" TO 35'- 8.0" V 7- 8=( -8346) 3438 17-18=(-3356) 8254 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"x.131 DIA GUN 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. nails staggered: VERTICAL DEFLECTION LIMITS; LL=L/240, TL=L/180 9" oc in 1 row(s) throughout 204 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 indforce-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 forwind loads in the plane of the truss only. 5-11-11 29-08-05 2-07-a4-11-08f-00-02 4-00-02 5-01-04 5-07-05 5-07-05 5-09-01 f 4 432o# 4 4 '1 'f 4 1' 12 6.00 p M-5x8(S) M-5x8 0.25" M-3x6 M-3x4 M-3x 6 M-3 x8 M-1.5x3 M-3x6 V _ c P M-3x8 o oo lr� t!', •`+- a' f i4-5x812 M-3 ' _ii o . M-11`5x3 M-414.0 7 M-A6 14-1k89 `n f f M-3x9+ 0.25" 0 o M-3x9+M-3x10 M-7x12 M18HS-5x16(S) �� �p PROF), 4 3.75 1 J. 1, 1 J. l J. 1 ), * (..,"------7-"""‘"1,...\\- , . GIN � �k 2-07- 11-084-00-02 4-00-02y 5-01-04 5-07-05 5-07-05 5-09-01b R1-Qy05-08 10-11-12 22-02-12 y 9200P.E mac 35-08 �.i i 4111PJOB NAME : 5017-B POLYGON - D14 /`� - Scale: 0.1094 r�-�a yya�. '.: WARNINGS: GENERALNOTES, unlessot5noisenoted' In A--ORE`ON Dt -L� 1.Builder and erection contractor should be advised of all General Notes 1.This design S based only upon the parameters shown ands for an lndNldual ��_[. li ©` `� Truss D14 and Warnings before construction commences. building component Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where Chown�. Incorporatbn of component s the responsibility of the building designer. d 3.Adddlonal temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chortle to be Iaieteuy braced at ----1 r. V- is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.re ah as pN unless braced throughout their length by ` 4 DATE: 11/3/2015 the overall structure is the responsibility of buildingdesigner. 24 heeds sheathing such as ac ng re aired where easand/ar drywall(BC). pane N o g 3.zx Impact bridging or lateral bracing required shown SEQ. : K 15 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 respective contractor. y p� �y C fasteners are complete and at no Bine should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, EXPIRES:E8a12/31/2015 TRANS ID: LINK design loads be applied to any component. and arerordryeondnonrorusa. 5.CompuTrus has no control over erd assumes no responsibility toe e 8-Design sa assumes full bearing at all supports shown.Shim or wedge H fabrication,handling,shipment and installation of components. ry. November 3,2015 7.Designassumes adequate drainage Is provided. 5.This design Is famished subject to the limitations set forth by 8.Plates shall be located t caled on both faces of truss,and placed so their center TPIANICA In SCSI,copies of which will be furnished upon request. lines coincide with joint centerlines. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 07.6.6-SP2(1 L}E 10.For basic connector plate design values see ESR-1311,ESR-1985(MiTek) This design prepared from computer input by PACIFIC LUMEER-BC LUMBER SPECIFICATIONS 23-09-08 HIP SETBACK 3-10-0B FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #15BTR; 23-09-08 GIRDER SUPPORTING 6-00-00 1- 2=(-46B5) 1609 1-10=(-1402) 9190 10- 2=( -558) 1745 6-15=(-1734) 687 2x6 KDDF #16BTR T2 LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-4190) 1998 10-11=(-2367) 6589 10- 3=(-2827) 1116 15- 7-( -359) 1217 BC: 2x6 KDDF SS 1 3- 4=(-6816) 2981 11-12=(-3029) 8315 3-11=( -359) 1217 7-16=(-2827) 1116 WEBS: 2x9 KDDF STAND LOADING 4- 5=(-8931) 3098 12-13=(-3264) 8994 11- 9=(-1739) 687 16- 8=( -558) 1795 LL = 25 PSF Ground Snow (Pg) 5- 6-(-8431) 3098 13-19=1-3264) 8999 9-12=( -122) 606 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)- 69.0 PLF 0'- 0.0" TO 3'- 10.5" V 6- 7=(-6816) 2981 14-15=1-3029) 8315 12- 5=1 -585) 241 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 73.9)+DL( 20.6)= 99.0 PLF 3'- 10.5" TO 19'- 11.0" V 7- B=1-4140) 1998 15-16=(-2367) 6589 13- 5=( -1) 291 TC UNIF LL( 50.0)+DL( 19.0)= 69.0 PLF 19'- 11.0" TO 23'- 9.5" V 8- 9-(-4665) 1604 16- 9-(-1402) 9190 5-19-1 -585) 241 BC UNIF LL( 0.0)+DL( 29.4)= 29.9 PLF 0'- 0.0" TO 23'- 9.5" V 19- 6=( -122) 606 NOTE: 2X4 BRACING AT 29"01 UON. FOR BC UNIF LL( 50.0)+DL( 34.0)- 89.0 PLF 0'- 0.0" TO 23'- 9.5" V ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED ERG AREA TC CONC LL( 92.8)+DL( 26.0)= 118.8 LBS @ 3'- 10.5" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TC 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" BOTTOM CHORD CHECKED FOR 1OPSF 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 = 0.374" @ 11'- 10.7" Allowed = 1.144" MAX TL CREEP DEFL = -0.794" @ 11'- 10.7" Allowed - 1.525" MAX HORIZ. LL DEFL = -0.073" @ 23'- 9.0" MAX HORIZ. TL DEFL = 0.122" @ 23'- 9.0" Design conforms to main indforce-resisting system and components and cladding criteria. Wind: 190 mph, h-21.5ft, 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 forwind loads in the plane of the truss only. 3-10-03 16-01-02 3-10-03 T T T T 3-03-04 2-10-08 2-10-08 2-10-08 2-10-08 2-10-08 2-10-08 ,/ 3-03-09 4 4 +118.80# 4 T T 4 T i,ll'.so# T 12 12 6.00 [;P. Q 6.00 M-4x10 M-4x10 M-3x6 M-3x8 M-3x6 a 5 6 N 4# - T2,0=, =I - - oM I o N 0 1 10 11 1213 19 15 16 -9 0 to M-3x6 M-3x9 0.25" M-3x9 M-3x6 to M18HS-7x14(5) - l y b 1 y y l 1 y E� PR�F�c 3-03-09 2-10-08 2-10-08 2-10-08 2-10-08 2-10-08 2-10-08 3-03-09 .--.. tkGIN ../(t... ��, 23-09-08 y92 • 00PE e•. JOB NAME : 5017-B POLYGON - Cl Scale: 0.2737 -91. 4.- WARNINGS: GENERAL NOTES, unless otherwise noted OREGON 1.Builder and erection contractor should be bdvlsed of all General Nates 1 This designs based only upon the parameters shown ands for an individual -- ..� bop � 5 Truss: Cl and Warnings before construction commebces building component.Applicability of design parameters and proper yq 2.254aompressanwebbaangmustbeInstalledwhereshown+. mOspoatonoIeneponemsmereapansbBy I th building designer. .'i`' 3.Additional temporary bracing tonsure stability during construction 2 Design assumes the top and bosom chords to he Laterally brecad at e7Rfl'� V is the responsibility f the erector.Additional t batt f 2 o c and at 10'o c respectNey unless braced throughout their length by p y o permanent ng o continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 11/3/2015 the overall structure Is the responsibility of the building designer. 3.2a Impact bridging or lateral bracing required where shown+i ' SE K15 04 901 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contactor. 4 fasteners are complete and at no time should any non-corrosive greater than 5.Design assumes trusses are to be used In a nonrrosive environment, design mads be applied to any component. and are for'dry condition of use. EXPIRES: 12/3112015 2 TRANS ID: LINKG.Design assumes full bearing at all supports shown.Shim or wedge if 5.CampuTrus has nocontrol over and assumes noresponsibiliyfor the n,aeaaary. November 3,2015 fabrkason,handling.shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 6.This design Is furnished subject to the limitations set font by 6.Plates shall be located on both faces of truss,and placed so their center TPIM/TCA 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./CompuTrus Sofirare+7.6.6-S92(1L}E 10.For bask connector plate design values see ESR-1311,ESR-1988(MRek) 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) 4974 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) 2877 BC: 2x6 DF 2400F 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 13-14=(-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. OON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 9'- 0.05-V7=(-26232) 6969 15-16=( -9258) 34920 13- 5=( -3150) 873 BC LATERAL SUPPORT <= 12"0C. UON. TC DRIP LL( 75.0)+DL( 21.0)= 96.0 PLF 4'- 0.0" TO 23'- 3.07-V8=(-17811) 4683 16-17=( -6606) 25146 14- 5=( -528) 264D TC UNIF LL( 50.0)+DL( 14.0)= 64.0 OLE 23'- 3.0" TO 27'- 3.08-V9=(-20325) 5313 17- 9=( -4590) 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 ELF 7'- 0.0" TO 27'- 3.0" V 6-16=( -9876) 2700 TC CONC LL( 100.0)+DL( 28.0)= 128.0 LBS @ 4'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA JT 9: Heel to plate corner - 2.75" TC CONC LL( 100.0)+DL( 28.0)= 128.0 LBS @ 23'- 3.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 'I' ( 3 ) complete trusses required. @@ADDL: BC CONC LL+DL= 2933.0 LBS @ 6'- 0.0" 0'- 0.0" -2438/ 9326V -48/ 38H 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 OF ( 670) nails staggered: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1/pp 9" oc in 1 row(s) throughout 2x9 top chords, REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. 9" o in 2 row(s) throughout 2x6 top chords, . 5" oc in 2 row(s) throughout 2x6 bottom chords, BOTTOM CHORD CHECKED FOR 10 PSF 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 "oc 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,ECSL=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. 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 128#l' T ' ' f 4 128# f 12 12 M-5x8 M-7x8 6.00 Q 6.00 M-6x8 M-3x10 M-3x8 M-3x10 =M-6x6 2 3 4 5 6 7 B T2 M-5x12 M-5x12 `' o 1 11' 12 13 19 15 16 17 �0 o n ii M-5x8�' M-7x8 0.25" M-3x6 M-4x6 M-5x8=M-6x6 1 VR\ ~ PRpFecs• o MSHS-9x18(S) o P ';--. -.' ' :ea. `GIN�L"[4.y f3/ .. b J' �1z9s3 y y 1 l y b iJ�\ ! SFT • y 4-00 2-01-12 3-09-12 3-08 3-08 3-09-12 2-01-12 4-00 1 b �_ n,, P; . ?rc,"._ 27-03 1-0644111111Vis/�� JOB NAME : 5017-B POLYGON - El Scale: 0.1553 . WARNINGS: GENERAL NOTES, unless otherwise noted: _FOREGON I.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 � 6- �µ�� Truss: El and Warnings before construction commences building component.Applicability of design parameters and proper /� '3a n 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is/hs responsibility of the building designer. 3.Additional tem bracing to locate stability during construction 2 Design assumes the top and bottom chords to be laterally braced at - {(��j` porary g Y g co^ 2 o.,.and alt 0 o.c.respectively unless braced throughout their length by rl'�+� is 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 responsibility of the budding designer. 3.2x Impact bridging or lateral bracing required where shown++ SEK1504902 4.Na 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 at no time should any loads greater than 5.Design assumes busses are to be used in a non-corrosive environment, C+.! C design meas be applied any component. and are tor"dry condition"of use. EXPIRE. S: 12/3112015 TRANS I D: LINK 8.Design assumes full bearing at all supports shown.Shim or wedge if 5.CompuTrus has no control over and assumes no responsibility fortenecessary. November 3,2015 fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both laces of truss,and placed so their center TPISNTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. S.Dighs Indicate size of plate in inches. M7ek USA,Inc./CompaTrus 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 4'- 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 2-4-(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-76) 27 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"01. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD- 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -104/ 405V -7/ 59H 5.50" 0.65 KDDF ( 625) 1'- 10.9" -46/ 52V 0/ OH 1.50" 0.08 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 4'- 0.0" 0/ 34V 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. 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" 0 -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.D" Allowed = 0.078" 1-11-11 MAX TC PANEL LL DEFL = 0.003" @ 1'- 0.8" Allowed = 0.097" 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 - -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.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 ..e" load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. '' o 0 rn , limiim , I/ r', _, zrill. . ►114 I -3: ' • l 1 1 1-06 4-00 [PROVIDE FULL BEARING;Jts:2,3,4 • .9,,,9 P R 0A.e • - &9200P'E r JOB NAME : 5017-B POLYGON -i- EJ1 ,,,,- Scale: 0.6861 ��''{{ /' WARNINGS: GENERAL NOTES, un less otherwise noted • �/ 'OREGON /'. 1[� ". I.Builder and erectiocontractor Should bOd IsedatallGeneralNotes 1.This design Is based onyupon the parameters shown and Isfor anIndividual OREGO�v tLL Truss: EJ1 and Warnings be to s tip and s. building component.Applicability of design parameters and proper 7Z. - • •• • NN ••c 2.2x4 compresslonw bbracing ni roust be insisted where shown+, incorporation of component s the responsbldy or the bolding designer. _7�r 2. 3.Additional temporary bracing to Insure smWlity during construction P Design assumes the top and bottom chords to be laterally braced at © < 14,_ {r.O,��ss is ma responsblty of[he erector.Atld tbrel permanent breGng of 2oc.and at l0 o.c respectively unless braced throughout their length by • ///...... y� DATE: 11/2/2015 the overall structures the res ensbi of designer. continuous rhgingorsuehebpcngrtl uedwhereshownaathing(TC)and/or tlrywall(BC). e11 I I . '---.- SEQ.: - p � lilya g g 3.2v Impact bridging or lateral bracing required where shown+� ` 1-1 S EQ.: K 15 0 4 9 0 3 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 noncorrosive environment, TRANS I D: LINK design loads be applied to any component. and are far"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Oeegassumes NII bearing at all supports shown.Shim or wedge I/ EXPIRES:-12/31/2015- fabrication,handling,shipment and installsion of components. nem-, 7.Pltessgn all eladequate onbothdrainage iotprovided. n November 3,2015 6.This design Is furnished subject to the Ilmimlions set forth by 8.Plates shall be located an Som faces of truss,and placed so their center TPII'ATCA in SCSI,copies of w15ch will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate see of plate In Inches. MTek 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: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-131) 93 1-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=( -63) 26 TC LATERAL SUPPORT <= 12"01. UON. LOADING BC LATERAL SUPPORT <= 12"01. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD - 42.0 PSF 0'- 0.0" -23/ 237V -30/ 119H 5.50" 0.38 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/ 4V 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 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 = 0.058" @ 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: 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. N 0 0 M-3x9 y b 1 6-00 2-02-12 'PROVIDE FULL BEARING;Jts:1,4,2,3 I P R.OP g 0AGIN /0. •9200P . v • JOB NAME : 5017-B POLYGON - ADJ1 • Scale: 0.5559 ` (-}- WARNINGS: GENERAL NOTES, unless otherwise noted: 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 la for en Individual Truss: ADJ1 andwammgs before construcbnn commences bot ding component.Appllcebllily of design para meters and proper4. �� A5 2.204 compression web bracing must be Installed where shown v incorporation of component is the responslbilfty of the building designer. r 2 Design assumes the top and bottom chords to be laterally braced at [ _ b 3.Additional temporary bracing to Insure stability during constructiony o c and at 10 o c.respectively unless braced throughout their length by '14 l is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). - /�.�"Y'�}-j[ - ' DATE: 11/2/2015 the overall structures the responsibility of the building designer. 3.2t Impact bridging or lateral bracing required where shown ee SEQ.: El5 0 4 9 0 4 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsiblily of the respective contractor. fasteners are complete and at no time should any loads greater man 5.Design assumes wanes are to be used In a non-corrosive environment, TRANS ID' LINK deNgn loads be applied b any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Decessa ssumas full bearing d all supports shows,shim or wedge It EXPI RES: 12/31/2015 fabrication,handling,shipment and installation of components. 7. ry Design lessl assumes bboe adequate drainage e io prosd. November 3,2015 6.This design Is furnished subject to the limitations set forth by e.Plates shay be located on both feces of toss,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,Inc./CompuTrus Software 7.6.6(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 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) 76 2-4=(0) 0 BC: 2x9 KDDF #1&BTR • SPACED 24.0" O.C. 2-3=(-75) 31 TC LATERAL SUPPORT <= 12"OC. CON. LOADING • BC LATERAL SUPPORT <= 12"OC. UON. I 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" -90/ 918V -15/ B9H 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 IOPSF 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 IC PANEL LL DEFL = 0.021" @ 2'- 5.4" Allowed - 0.248" MAX TC PANEL TL DEFL = 0.019" @ 2'- 5.4" Allowed - 0.372" MAX HORIZ. LL DEFL = -0.000" @ 3'- 11.2" MAX HORIZ. TL DEFL = -0.000" @ 3'- 11.2" '' 74:::h7h:::::: ::::=:i.n2d, force-resisting nncladding criteria. r1 Wind: BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), c load duration factor=1.6, Truss designed for wind loads Nin the plane of the truss only. M f 11111 o i 'ligie o ,_ I 3x9 II b l l 1-06 IPROVTD6 FULL BEARING. 14-00 •Q,ED PROF, -17 Q 892100PE JOB NAME : 5017-B POLYGON H- E%J2 Scale: 0.7329 / WARNINGS: GENERAL NOTES, unless otherwise noted' ©�� ON •1.Builder and erectiontact Should be(Itl sed of all General Notes 1.This design is based only upon the parameters shown and Is for an individualG /SIS/• Truss: EJ2 and Warnings before tru tO commetices. building component Applicability of design parameters and proper - 2.204 compression web bracing must be lnsMiled where shown+ Incorporation of component site responsibility of the building designer. -""4�/ 14' 29� � 3.Additional temporary bracing to Insure eta6ilky during construction 2.Design assumes the top and bottom chortle to be laterally braced al is the responsibility of the erector.Additional permanent bracing of 2oc.and al 10 oc.respectively unless braced throughout their length by {)�� DATE: 11/2/2015 the overall structure Is the responsibility of building des continuous bridging such as plywoodcinraired where shown ar edrywall(BC). F1 r'i I - p N o g goer. 3.2x Impact br dging or lateral bracing required Shawn++ fl SE K1504905 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the reepective contractor. 4- 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 loads be applied to any component. and are for"dry condition"of use. TRANS ID: LINK 5.CompuTrushasnocontroloverandassumesnoresponsibilityforthe 6.Design assumes ullbeadnge[all suppodsshown.Shim orwedge 8 EXPIRES: 12/3112015- fabrication,handling, ssaN shipment and limitations s components. 0.Designlatesassumes adequate drainage e Io provided. November 3,201 5 6.This design Is furnished subject to the Ikndations set forth by e.Plates shall be located on both faces of truss,and placed so their center TPLaMCA In SCSI,copies of which will be furnished upon request. lines coincide wkh Joint center lines. 9.Digits Indicate size of plate In Inches. MITek USA,Inc./ConlpuTrls Software 7.6.6(114-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 TRUSS SPAN 8'- 2.8" 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&13TR SPACED 29.0" O.C. 2-3=(-132) 92 3-4=( -63) 26 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 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/ 456V -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 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 TC PANEL LL DEFL = 0.057" @ 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 -/ 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-1.6, 0 Truss designed for wind loads in the plane of the truss only. m 0 07 oM O I IR O 1 2�� 00.--7:-.1 0 I M-3x4 y b b b 1-06 6-00 2-02-12 ( r` c (PROVIDE FULL BEARING:Jts:2,5,3,4 `'" P R.�F�S � •GtN �R .lc� . .8,-92'0013:E JOB NAME : 5017-B POLYGON - ADJ2 ���� Scale: 0.9939 WARNINGS: GENERAL NOTES, unless otherwlse noted ©1RECC)N �'k./�_ 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: ADJ2 and Warnings before construction commences, bu le ng component.Applicability of desIgn parameters and proper • 1. 2 2x4 compression web bracing must be InstaIad where shown t. incorporation of component s the responsibility of the building designer. . ' 2P• 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chortle to be laterally braced at `'JI'.1 Is the responsibility of the erector.Additional permanent bracing of 2oc and a110 o.c.mash as plywoodly unless braced throughout their length by �'i' DATE: 11/2/2015 the overall structures the responsibility ofthe building desgner continuous rhgathogatehebbracingraired where how0rtlrywall(BC). FRRRILL 3.rax Impact bridging iors tlhte re required the where tNe cot« S E Q.: K 15 0 4 9 0 6 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 time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D: LINK sign loads be applied m any component. and are fodry conditionof use. 5.CompuTrashas nocontrol over and assumes noresponsibility for the 8.Dealgnessumesfullbeedngalallsupporlsshown.Shimorwedgell 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 located on both faces of truss,and placed so their center TPUWTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate alas of plate in Inches. MTek USA,Ino./CompuTrus Software 7.6.6(1L)-E 1o.For basic connector plate design values sae 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: 2x9 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=(-103) 69 3-4=( -40) 0 TC LATERAL SUPPORT <= 12"OC. ION. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF II 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) IMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL EQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I'. D 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 TL DEFL = -0.094" @ 3'- 4.9" Allowed = 0.596" 12 4 --/ MAX HORIZ. LL DEFL = -0.001" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.001" @ 5'- 11.2" 6.00 3 Design conforms to main windforce-resisting 0 system and components and cladding criteria. Wind: 140 mph, h=22.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, vi Truss designed for wind loads '-' in the plane of the truss only. m 0 rio M 0 I - o f 2 I� 5�� 0 I M-3x4 • • • y y y l 1-066-00 0-09-08 'PROVIDE FULL BEARINGI;Jts:2,5,3 I * r 0 PRQc , 4t. - 89200PE JOB NAME : 5017-B POLYGON BDJ ��� Scale: 0.5999 W�, I/ WARNINGS: - GENERAL NOTES, unless otherwise noted 10 f)REGON 1.Builder and erectcontractor should by advised of all General Notes 1.This design is based only upon the parameters shown and Is ler an Indry duel .� L Truss' BDJ and Warnings beforestrugwn rimces. building component Applicability of design parameters and proper Abp- ^\ 2.2v4 compressor web bredng:must be listened where shown.. copsraton of component Is the responsibility mice building assigner. <6 ""'Q,, 1 4 f 2.0 .. -A- 3.Additional temporary bracing tp Insure slbblllry during construction 2 Design assumes the top and bollom chords to be laterally braced at is the responsibility ofthe redtor.Addlll permanentt 2'oc and at 11Y o.c rsuch asely unbar braced throughout their length by }A�_ p ry .na permanen bracingo cont nuoue sheathing such as plywood sheath ng(TC)anNor drywall(BC) -. R•itV DATE: 11/2/2015 the overall structureM responsibility df the building deagner. 3.2v Impact bridging or lateral bracing required where shown++ , 1 4.No load should be applied to any component until eller all bracing and 4.Installation of truss is the responsibility d of the resperve contractor. . SEQ.: K 15 0 4 9 0 7 fasteners are complete and at no time asould any bads greater than s.Design assumes trusses are b be used in a non-corrosive environment. TRANS ID: LINK design loads be applied control over anaaressumefor"dry sondiearinguse. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at ellsuppadsshown.Shimorwedg�if EXPIRES: 12l31f2015 fabrlcation,handling, scary edsmeectodielimitatiossampahbyta. 8.Pe�gnhelleaadeddoneothifacelotossad. November 3,2015 6.This design is Nrnlshetl subject to the limitations cel forth by 8.Plates shall be located on both(aces of truss,and placed so their canter TPI/WTCA in BCS',copies of which 0091 be furnished upon request. lines colndde 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-1586(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 10.5" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cg=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-9=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-75) 26 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD= 92.0 PSF 0'- 0.0" -105/ 905V -7/ 59H 5.50" 0.65 KDDF ( 625) 1'- 10.9" -49/ 51y 0/ OH 1.50" 0.08 RODE ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.5" 0/ 33V 0/ OH 5.50" 0.05 RODE ( 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 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -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 = 0.149" MAX BC PANEL TL DEFL = 0.005" @ 1'- 8.6" Allowed = 0.192" 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=2l.lft, TCDL=9.2,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 ti m o / o M-3x4 1 )' ,l: y 1-06 3-10-08 'PROVIDE FULL BEARING;Jts:2,3,9 p PROFe • E • Ca I N 1 892OOPE • JOB NAME : 5017-B POLYGON - CJ1 Scale: 0.6837 'tj WARNINGS: GENERAL NOTES, unless otherwise noted: ��� �� 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: CJ1 and Wammgs before construction commences. building component.Applicability of design parameters and properr� i� 2.Oa4 compression web bracing must be Installed where shown+, incorporation of component la the responsibility or the building designer. �Iq' 7 4 253N • " 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom unless brads o be laterallyhe braced at ! is the responsibility of the erector.Additional permanent bracing of 2'o c and at 10 o c.respectively as ply braced throughout their length by DATE: 11/2/2015 the overall structure is the responsibility of the building designer. continuoussImprhgg ogatehasacing requirede where show) n drywell(BC). (�}. INw. 3.2t Impact bridging or lateral bracing where shown.. (T SEQ.: 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 respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used In a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. am are or°ery conditionof use. 5.Cam Trus has no control over and assumes no responsibilityB.Design assumes fun bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2015 pu for the fabrication,handling.shipment and Installation of components. 7.Designnem-eery assumes adequate drainage is provided. 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 November 3,2015 TPUWICA In BCSt,copies of which will be furnished upon request. lines coincide with joint center lines. Milk USA,Inc./CompuTrus Software 7.6.6(1 L)-E 9.Digits indicate size of plate in inches, 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 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-4=(0) 0 BC: 2x9 KDDF #1&BTRSPACED 29.0" O.C. 2-3=(-72) 29 • TC LATERAL SUPPORT <- 12"O0. UON. LOADING BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)-HDL( 7.0) ON TOP CHORD = 32.0 PSF OCATIOG MAX VERT MAX HORZ SSQ.IN. SPG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE E SQIN (SPECIES) OVERHANGS: 10.0" 1.2" TOTAL LOAD = 92.0 POE' 0'- 0.0" -99/ 913V -14/ 87H 5.50" 0.66 KDDF ( 625) 3'- 7.7" 0/ 44V 0/ OH 5.50" 0.07 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 3'- 9.0" -93/ 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. I 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 MAX TL CREEP DEFL = -0.019" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = 0.000" 9 0'- 0.0" Allowed = 0.010" MAX TL CREEP DEFL - 0.000" @ 0'- 0.0" Allowed = 0.013" • MAX TC PANEL LL DEFL - 0.015" @ 2'- 3.7" Allowed - 0.230" ' MAX TC PANEL TL DEFL = 0.019" @ 2'- 3.7" Allowed = 0.394" 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. I o Wind: 140 mph, h=21.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, a, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Tload duration factor=1.6, N Truss designed for wind loads in the plane of the truss only. m o _ I 2�� 4:>.‹... O M-3x4 1 y 1 yy 1-06 3-10-08 0-01-03 PROVIDE FULL BEARING;Jts:2,4,3 I 1?,c..DPROFE6: &9200PE JOB NAME : 5017-B POLYGON - CJ2 '� _ Scale: 0.7423 ---1., lip WARNINGS: ( GENERAL NOTES, unless otherwise noted: f R"s177�/'°a/`1Ni to 1.Builder and erection contra should badvised f all General Notes 1.This design Is based only upon the parameters shown end Is for an Individual ? V fl•EGO�I VV A.Truss: CJ2 and Warnings before conshu on corn building component.Applicability o/design parameters and proper y 2.2s4 compression web brad must be Walled where shown« Incorporation or component s the responsibility or the building designer. fa 1r 14 2- - 3.Additional temporary bracing Insure bility during construction 2.Design assumes the top and bottom chorda to be laterally braced at C.J c the respons blity ofthe ere or Add nal permanent bracing of 7 o.c.and of l0 o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). - '�. {��' DATE: 11/2/2015 the overall structure is the resbonsibRty r the building designer. 3.2a Impact bridging or lateral bracing required where shown++ SE K 15 0 4 9 0 9 4.No load should be applied to my component until after all bracing and 4.Installation or truss is the responsibility or the respective contractor. 4• fasteners are complete end 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. TRANS I D: LINK dellen loads be applied to any component.5.CampoTma has no control over and assumes no responsibility for me B.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/3112015- necessary. EXPIRES: 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 B.Plates shall be located on both laces of truss,end placed so their center TPIIWTCA in BCSI,copies of which will be rumished upon request. lines coincide with joint center fines. 9.Digits indicate see or plate In Inches. MiTek USA,Inc./CotnpuTnts Software 7.6.6(IL)-E 10.For bask connector plate design values see ESR-1311,ESR-1988(MTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 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 2-5=(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 <= 12"OC. UON. LL( 25.0)+OL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED ERG AREA OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -70/ 404V -23/ 122H 5.50" 0.65 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 7.7" 0/ 40V 0/ OH 5.50" 0.06 RODE ( 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 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" 12 6.00 4 e MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" '' Design conforms to main wi ndforce-resisting system and components and cladding criteria. 3 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, ti Truss designed for wind loads 0 in the plane of the truss only. o m M f O i In /- 2�� 511.- -/ O 1 M-3x4 J• 1 b y • • 1-06 3-10-08 2-01-03 • (PROVIDE FULL BEARING;Jts:2,5,3,4 I "'<<.• � 0) MOPE E ' 89200.0E �"' JOB NAME : 5017-B POLYGON - CJ3 . Scale: 0.5963 i` (�}}ss WARNINGS: GENERAL NOTES, unless otherwise noted i ,��� �� :'K.. 1.Builder end erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for en Individual Truss: CJ3 and WarnIngs beforeconatmchoncommences. bu Idngcomponent Applicability of design parameters and proper 2.24campressanwebbrecbgesIbenwauedwhereehewn.. Incorporation of component Is theresponablityofthebaldngdeagner. =' 14 2-°•- .0 -4= 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom choba to be ly braced at a�'5�.. Is the respons bi6ty of the erector.Additional permanent bracing of 2 o.c.and at 10.o.c.respectively unless braced throughout their length by {)� QV C' DATE: 11/2/2015 the overall structure Is the res onsibi5of the buddingcontinuous sheathing such as plywood sheathing(TC)sle,e and/or drywall(BC). '1 1 U' '�. p ly designer. 3.2x Impact bridging or lateral bracing required where shown+♦ (1 fl SEQ.: K15 0 4 910 4.No load should be applied to any component until after all bracing and 4.IInnsttallation of truss Is the are to rese ponsibility lsytl of the in a non-corrosive respective contractor. ntrrNronrment, fasteners are complete and et no time should any loads greater then Design sand gra for"drys busses tob. TRANS ID: LINK design loads be applied to any component. 8.Design assumes Nll bearing et all supports shown.Shim or wedge If 5.Compares has no control over and assumes no responsibility for the ,�ry. EXP assumes 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 TPI/WFCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MITek USA,Inc./CompuTrus Software 7.6.6(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 7'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR 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. DON. LOADING • BC LATERAL SUPPORT <= 12"0C. UON. �L( 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" 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 ROOF ( 625) LL = 25 POE Ground Snow (Pg) 3'- 7.7" 0/ 36V 0/ OH 5.50" 0.06 KDDF ( 625) 3'- 8.2" -126/ 289V 0/ OH 1.50" 0.36 KDDF ( 625) IMITED 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 lOPSF LIVE LOAD. TOP 1 D 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 = -0.019" @ -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 = 0.399" -/ 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: 190 mph, h=22.6ft, 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 1 3 in the plane of the truss only. 0 '11111 /' o /- o M-3x4 •• I l l l l 1-06 3-10-08 4-01-03 ED PROF (] 'PROVIDE FULL BEARING�Jts:2,5,3,9I -Co . 'N �f,T A� C..5' � 89200P-E JOB NAME : 5017-B POLYGON +; 9J4 �/�::. Scale: 0.5002 WARNINGS: ( GENERAL NOTES, unless otherwse noted: ��- �� �'�,_: I.Builder and erection contractor should D tl I d f all General Notes 1.This design is based only upon the parameters shown and Is for an Individual Truss: CJ4 and Warnings before constructionoo ine�i building component.Apphcabiny 0 design parameters and proper ,, CA 2 204 compression web bracing Must be lailedwhere shown 4. incorporation of component s the responsibility of the bolding designer. !] • 3.Additional temporary bracing to'.insure Sty during construction 2 • Design assumes the top and bottom chords to be laterally braced at © 14, !rO�•S- IBtheresponslblllN of the erector.Add Hofwal permanentbrec ng of 2o.c.and ati0'o.a respectively unless braced throughout their length by ///...... DATE: 11/2/2015 the overall structure s the responsibility f the building tlea continuous sheathingingor such as plywood aired ing(TC)andlor tlrywell(BC). /� �]' L. P N° g 19^er. 3.2v Impact bridging lateralbralworequiredwhereshownrd ` fl SEQ.: K1504911 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responslblhty 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 any component. andgnesoume:Rdare for"dry dmm�of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Deegna assumes full bearing at all supports shown.Shim or wedge it ^r'nC O. ,r .y1/2o1 fabrication,handling,shipment and Installation of components. ry. r (n( I s 6.This design cttothelimaationssetforthb T.PlatesPetshaNign elcaedoneothfagelo trupross, November 3,2015 re R request. 8. s coincidecbe with Join on both faces al buss,and placed so their canter TPIANtCA in BCS',copies of which wig be furnished upon Digit izJointInches. nches 9.Digits indicate n size r pplateign values MiTek USA,IDp./CompuTN6 Software 7.6.6(7 L}E 70.For basic connector plate design values sea ESR-7317,ESR-7986(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 KDDF #16BTR 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=(-194) 91 3-4=(-112) 58 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -46) 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: 16.0" 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" -31/ 394V -38/ 187H 5.50" 0.63 KDDF ( 625) 3'- 7.7" 0/ 36V 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. 1COND. 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 TL 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 system and components and cladding criteria. 6.00 Wind: 140 mph, h-23.1ft, TCGL-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. ti 3 re, a' 61 M-3x9 y y y y Ep PROF- 1-06 3-10-08 6-01-03 rC'1 e • 'PROVIDE FULL BEARING;Jts:2,6,3,4,5 �� 1:C^(�1g • L'1 • & G0O®r'E JT � JOB NAME : 5017-B POLYGON - CJ5 Scale: 0.9225 me. 1" !PAW WARNINGS: GENERAL NOTES, unless otherwise noted: ®�� se 1.Builder and erection contractor should be adviced of all General Notes t This designs based only upon the parameters shown and is Mr an individual MiN Truss: C J5 and Warnings before construction commences. building component Applicability of design parameters and proper 2.2v4 compression web bracing must be installed where shown+. Incorporation of component s the responsibility of the building designer. f/r, �}/ 1 ,` 2S �_ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced at C.! Y} -G• Is the responsibitty of the erector.Additional permanent bracing of c2 o.c.and at ee0.o c respectively ee sty unless braced throughout their length byNri DATE: 11/2/2015 the overall structure is the responsibility of the buildingdesigner. 2 Impact sheathing later l bracing plyng re aired Ing e s and/or tlrywdll(BC).respective contracce. +,�. '.}[ �. p ty 3.in Impact bridging or lateral the bona required where shown++ I l r l,. SEQ.: K15 04 912 4.No load should be applied to any component until after all bracing and 4.5.Designgtn of truss assumes trusses are to bebuused Inty of a a noncorrosive environment, fasteners are complete end al no time should any loads greater man design loads be applied to any component. end are for"dry condition"of use. TRANS ID: LINK 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes fullbeedngetallsuppo sshown.Shimorwetlgeif EXPIRES: 1213112015 fabrication,handling,shipment and installation of components. 7.necessary. Plates Design hagb assumes adequate drainage is press,and November 3,2015 6.This design is furnished subject to the limitations set forth by e.Plates shag be located on both faces of truss,antl placed so their center TPNA/ICA 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,Int./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 11'- 9.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-6=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" 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. L*,( 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 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" -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) ' RtQUIREMENTS OF IBC 2012 AND IEC 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 IOPSF 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/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 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 -f MAX HORIZ. TL DEFL = -0.002" @ 11'- 8.9" Design conforms to mainwindforce-resisting 12 system and components and cladding criteria. 6.00 1 Wind: 190 mph, h=23.5ft, TCDL=4.2,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 rn 0 it, • fn _....44A 1 O M111.1111 , O 2 6►,� I 1 o M-3x4 , • J• J' y y L Xs 0) P R pFt 1- 06 3 -10-08 7-11-03 c 5w AAG1NEk-. ! 'PROVIDE FULL BEARING,Jts:2,6,3,4,5 I c . py��}�y(yp �` 59200P-E ••a, JOB NAME : 5017-B POLYGON - CJ6 _��� Scale: 0.3838 -M 7^y d'°, WARNINGS: GENERAL NOTES, unless otherwise noted. i OREL7ON 1.Builder and erection contractor should be advised of an General Notes 1.This design E based only upon the parameters shown and is for an individual I- Truss: CJ6 and Warnings before constructor commences building component.Applicability of design parameters and proper )\V 2 2x4 compression web bracing must be inletted where shown+ Incerporatic n of component is the responsibility of the building designer. 14- �/ 14 1 n O 3.Additional tempoary bracing to Insure etaylby during construction 2.Design assumes the top and bottom chords to be laterally bracede < b ///��� • Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10 to.respectively unless bated throughout their length by {.s,t • y� DATE: 11/2/2015 the overall structure is the responsibilityfthe designer. continuous sheathing such as plywood required,abe,e)andror drywall(BC). '-[ . o building e 3.2x Impact bridging or lateral bracing where shown++ -.141:11-.1..V -. ...-. S E Q.: K15 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 respective contactor. • 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 dasign 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 12131(2015 fabrication,handling, eery shipment od installation lmitatons components. 7.Design shall adequate toth Bye to truss. November 3,201 5 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both(aces oltmss,and placed so their center TPIIWrCA in BCSI,copies of which will be furnished upon request. lines coincide wllh Joint center lines. 9.Digits Indicate sine 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 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-6=(-99) 109 6-5=( 0) 18 BC: 2x4 KDDF #16BTR SPACED 29.0" O.C. 2-3-(-168) 25 5-7=(-99) 205 5-3=( 0) 96 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 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 = 92.0 PSF 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 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. Iii 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" 3-11-11 MAX LL DEFL = 0.006" @ 2'- 3.8" Allowed = 0.170" • MAX TL CREEP DEFL = -0.013" @ 2'- 3.8" Allowed = 0.226" 'I' .c 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 MAX HORIZ. LL DEFL = -0.005" @ 4'- 11.0" MAX HORIZ. TL DEFL = 0.008" 8 4'- 11.0" 4 -/ Design conforms to main windforce-resisting system and components and cladding criteria. M-4x6 '' Wind: 190 mph, h=21.6ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, o 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), iload duration factor=1.6, co o Truss designed for wind loads i in the plane of the truss only. 111A7711111111111777 M :-1 •� aI, Erili o T /- 10.-=.0 0 M6-3x4 1 M-3x4 M-3x5 y 1 b 1 2-03-12 2-07-05 1-00-15 1 l 1 l 1-06 2-05-08 6-00 3-06-08 'PROVIDE FULL BEARING;Jts:2,4,7 I - 0 p I3.0FF • s• e 89200PE JOB NAME : 5017-B POLYGON - DCJ2 /4� Scale: 0.5939 WARNINGS: GENERAL NOTES, unless otherwise noted: • i /� /� y : 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 ECON (v Truss: DCJ2 and Warnings before construction commences. bolding component.Applicability oIdesign parameters and proper • 1' 2.2x4 compression web bracing must beinstalledwhere shown+. incorporation of components the responsibility of the bolding designer. "7y" t1©� # 3.Additional temporary bracing to Insure stability during conshuGlon 2 Design assumes the top and bottom chortle to be laterally brand at © 1 4 r 4 NA is the responsibility of the erector.Additional permanent bracing of 2 oc and at 10 o.c.respectively unless braced throughout their length by V� DATE: 11/2/2015 the overall structure s the res onaibikof the buildingcontinuous sheathing such as plywood ng(TC)and/or drywall(BC). +C.F:C3}c p ly designer. 3.2z Impact bridging or lateral bracing required where shown++ a 1(l 1 l.. SE K 15 0 4 914 4.No Toed 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 at no time should any loads greeter than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition'.of use. TRANS ID: LINK 5.CompuTrushas nocontrol over and assumes noresponsibiliyfor the 6.Design assumes ullbearingetellaupportsshone.Shimorwedgeif EXPIRES: 12/31/2015- aaa, fabrication,handling,shipment and installation of components. 7.Plates Design assumes adequate drainage is provided. November 3,201 5 S. 8.This design is furnished subject to the limitations set forth by shall be located on both faces of truss,and placed so their center TPWWCA 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./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 6'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cg=1.00 TO: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-6=(-130) 207 6-5-( O) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-276) 69 5-7=(-266) 413 5-3=( 0) 50 WEBS: 2x9 KDDF STAND 3-9=( -53) 43 3-7-(-425) 274 LOADING TC LATERAL SUPPORT <- 12"00. 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 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" -88/ 463V -23/ 122H 5.50" 0.74 KDDF ( 625) LL - 25 PSF 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" 0.16 KDDF ( 625) •LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. I • '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. p VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.D" 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" A 5-11-11 MAX TL CREEP DEFL = -0.025" @ 2'- 3.B" Allowed = 0.339" f MAX HORIZ. LL DEFL - -0.013" @ 4'- 11.0" 12 MAX HORIZ. TL DEFL - 0.016" @ 4'- 11.0" 6.00 4 -1 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), rn load duration factor=l.6, o Truss designed for wind loads M-4x6 m in the plane of the truss only. 3 N eilitaIMIMMIIIIIIII egei5 co 7 o , I O M-3x9 I d I o o f -!o Io 2 146-3x4 1 M-3x4 M-3x5 • 2-03-12'. 2-07-05 1-00-15 * b -r b 1 1-06 2-05-08 6-00 3-06-08 'PROVIDE FULL BSARING1Jts:2,7,4 K� E:62 P R Q�E�S INS R l '' OOP JOB NAME : 5017-B POLYGON - DCJ3 �-,00• Scale: 0.5939 • WARNINGS: GENERAL NOTES, unless otherwise noted' ti::).": 'OREGON '; 1.Builder and erection contractor should be advised of all General Notes 1.This designs based only upon the parameters shown ends for an indvdual Truss: DCJ3 and Warnings before construction commences. building component.ApplicabldyoIdesign parameters and proper ".-•2.2z4 compression web bracing must be installed where shown 4. incorporation of components the responsmlley of the bolding desgner. a -'774,P. 2 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be lateraly braced at -�.jl;t {r© (y N the responsibility of the erector.Additional permanent bracing of 2oand at t0 o.c.respectively unless braced throughout their length by a-M ' `` DATE: 11/2/2015 the overall structure Is the responsibility a/the building designer. continuousImpactsheathing weralbas acingrtl required here bowsOtlrywell(BC). _'S'1�f/rt.['}�'_�\ , pons N 9 goer. 3.20 Impact bridging or lateral bracing where shaven and/or d F l- SEQ.: K1504915 4.No bad should be applied to any component unfit after all bracing and 4.Installation of truss is the responsibiEryof the respectivecontractor. • fasteners are complete and at no time should any mads greater than 8.Design assumes trusses are to be used In a non-corrosive environment, TRANS I D• LINK design loads be applied to any component. and are far'ry condition"Ouse. 5.CompuTrus has no control over and emotes noresponsibility for the 6.Dgen assumes full bearing at all supports shown.Shim or wedge if EXPIRES :-12/3112015 2 fabrication,handling,shipment and Installation of components. 7.Designassumes 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 TPIIW1CA In BGS!,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate sac of plate in inches. MiTek USA,Ino./CompuTrus Software 7.6.6(1 L)-E 18.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 #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=(-293) 51 6-8=(-182) 350 6-3=( 0) 49 WEBS: 2x4 KDDF STAND 3-4=(-106) 61 3-8=(-360) 187 LOADING 9-5=( -96) 20 TC LATERAL SUPPORT <= 12"00. 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 TOTAL LOAD= 42.0 POE 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/ 154H 5.50" 0.72 KDDF ( 625) 4'- 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. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 7-11-11 MAX LL DEFL - 0.013" @ -1'- 6.0" Allowed = 0.150" T f 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 6.00 I' MAX HORIZ. LL DEFL = -0.009" @ 4'- 11.0" MAX HORI2. TL DEFL = 0.013" @ 4'- 11.0" 9 Design conforms to main windforce-resisting Msystem and components and cladding criteria. o o Wind: 140 mph, h=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, m (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, r:1 Truss designed for wind loads M-4x6 in the plane of the truss only. 3 7 oli I p r M-3x9 milain ,,, I 2�� M2-3x4 0 0 M-3x4 M-3x5 J• 1 b J• 2-03-12 2-07-05 1-00-15 y 1 b l 1-06 , 2-05-08 5-06-03 ,, 1 Y 6-00 1-11-11 `q P�I:LlF�� 'PROVIDE FULL BEARINGuJts:2,8,4,5 '. G $g2tOP-E F� JOB NAME : 5017-B POLYGON - DCJ4 Scale: 0.9752 401P/I' WARNINGS: GENERAL NOTES, unless otherwise noted. OREGON - 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 Indh dual -p Truss: DCJ4 and Warnings before wnatructon commences. bu Idng component Applicability of design parameters and I - g parame proper , %A_ y. incorporation of component is responsibility of the building designer. ""'1.),' ' t= O� 2.2s4 compression web bracing must be installed where shown*. �� l' ..t. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes Me top and bottom chords to be Laterally braced at e'Y (� is the responsibility of the arector.Additional permanent bracing of 2 o.c.end at 10'o.c.raspeclrvety unless braced throughout their length by A- r DATE: 11/2/2015 the overall structure is the responsibility ofmetinIran designer. continuous sheathing such as plywood uireding(TC)and/or drywall(BC). - - flI`V., pons N 9 B 3.2v Impact bridging or lateral bracing required where shown*t !-j SEQ. : K1504916 4.No load should be applied to any component until after all bracing and 4.Installation of rnss 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, design loads be applied to a and are for"dry condition.of use. TRANS ID: LINK en pp any 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/3112015 5.CompuTrus has no control over and assumes no responsibilfty for the 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 limftations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/WTCA In Blot,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-1311,ESR-1966(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 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-7=( -69) 161 7-6=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 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"0C. UON. BL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF TOTAL LOAD - 42.0 POE BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA OVERHANGS: 18.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 POE 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. ICOND. 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" f � MAX LL DEFL = -0.010" @ 2'- 3.8" Allowed = 0.254" 5 MAX TL CREEP DEFL = -0.020" @ 2'- 3.8" Allowed = 0.339" ° MAX HORIZ. LL DEFL = -0.008" @ 9'- 11.0" 12 MAX HORIZ. TL DEFL = 0.012" @ 9'- 11.0" 6.00 • • Design conforms to main windforce-resisting system and components and cladding criteria. 9 rn Wind: 190 mph, h=23.1ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), oo load duration factor=1.6, Ij( Truss designed for wind loads I , in the plane of the truss only. M-4x6 /' 3 I M agiglikROMEMEMMEEMMEM g 11/1 lort -� M-3 x4 o 1 I • • • CI1X1h 4F41 M3x4 " 0 1 M-3x4 M-3x5 l l y b 2-03-12 2-07-05 1-00-15 1 y l l 1-06 2-05-08 7Y6-o3 y y 6-00 3-11-11 PROVIDE FULL BEARING;Jts:2,8,9,5 N� w ]� 1 ' 4y� - : - p© 8920tE . JOB NAME : 5017-B POLYGON DCJ5 , Scale: 0.4225 41. WARNINGS: GENERAL NOTES, unless otherwise noted: '10 'OREGON,. --- 1.Builder and erect t cta should be advised of all General Notes 1 This designs based only upon the parameters shown and is for an mdry dual Truss' DCJ5 and Warnings bero eB¢tan mm s. building component.Applicablityofdesgnparameters and proper �� .4 2.N� 1' • 2.2k4 compression web b must be Walled where Chown+ incorporation of component Is the responsibility of Me building designer. "17 / 3.Addklonal temporary bracing) insure slab tty during construction 2.Design assumes the top and bottom chords to be laterally braced at Y{ Is the responsibility of the erector.Additional permanent bracing of 2 o.s.and at 10 o.c,respeci5ply unless braced throughout their length by }a��{_ ate. contlnuaus sheathing ng such as plywood sheath hers sl anNor drywall(BC) -"".r URI I-V- Ne DATE: 11/2/2015 the overall structure is the responsibillyaf the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ.:. K15 0 4 917 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 busses are to be used in a noncorrosive environment. TRANS ID• LINK design loads be applied to any component. and are foorr'mesndlgon'ofgaut supports gel 5.CompuTrus has no control over and assumes no responsibibty for the B.Geese full bearing tat su ris shovm.Shim or wedge f EXPIRES: 12/31 2015 Baryu EXPIRES: GG/J 1/-G fabrication,handling,shipment and Installation oncomponents. 7.Design assumes adequate drainage is provided. November 3,2015 6.This design Is furnished subject to the limitations set forth by 8.Plates shad be Boated on both faces of truss,end placed so their center TPITW1CA 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./CompoTnus Software 7.6.6(IL)-E 10.For basic connector plate design values see ESR-1311,EBR-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/Cg=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 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 RODE STAND 3- 4=(-189) 87 3- 9=(-341) 175 LOADING 4- 5=(-105) 54 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.D)+OL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -41) 19 BC LATERAL SUPPORT <= 12"01. 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 BEG AREA LL = 25 POE 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/ 282V 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 lOPSF LIVE LOAD. TOP 11'- 11.7" -17/ 37V 0/ OH 1.50" 0.06 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 11-11-11 4 f 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" 11 MAX TL CREEP DEFL = -0.020" @ 2'- 3.8" Allowed = 0.339" 5 MAX HORIZ. LL DEFL = -0.009" @ 4'- 11.0" 12 MAX HORIZ. TL DEFL = 0.013" @ 4'- 11.0" 6.00 1( Design conforms to main windforce-resisting system and components and cladding criteria. on 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), iload duration factor=l.6, 0 N Truss designed for wind loads �( in the plane of the truss only. M-4x6 3 rn /re Ta -m I"--. M-3x4 of 2 - M83x4 0 o M-3x4 M-3x5 y b 1 l 2-03-12 2-07-05 1-00-15 y 1-06 , 2-05-08 b ,I. 9-06-03 y . . PR_pF�, 6-00 5-11-11 (0,..."--"*".."7-""--"*...\\- , � _ GINE.��'PROVIDE FULL BEARING;Jts:2,9,4,5,6 ' % JOB NAME : 5017-B POLYGON - DCJ6 /r/o� Scale: 0.3762 WARNINGS: GENERAL NOTES, unless otherwise noted. ••VW °REGO' / 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 indry dual f EGO'N <(,� Truss: DCJ6 and Warnings before construction commences buldng component.Applicability of design parameters and proper �} 2.254 compression web bracing must be Installed where shown 5. Incorporation of component Is the responsibility of the building designer. . -7)Oe 14, 4(3 '= =. 3.Additional temporary bracing to manta stability during construction 2.Design assumes the top and bottom chorda to be laterally braced at Is the responsibility of the erector.Additional permanent bracing of son.and alto o.c.respectively unless braced throughout their length by �� DATE: 11/2/2015 the overall stricture Is the responsibility of the buildingcontinuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 4� Fi'1 e p ty designer. 3.2x Impact bridging or lateral bracing required where shown++ ,/fl {.• SD K1504918 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. . 4"" fasteners are complete and et no time should any loads 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.CompuTrushasnocontroloverandassumesnoresponsibilityforthe B.Design assumes llbearing aialsupports shown.Shim orwedge if EXPIRES: 12/3112015- ssa assumes fabrication,handling.edsubjntand thelimationof ssetfoonents. 7.Desig tadedonborainageisprovided. 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 TPMNrCA In BCSI,copies of which will be famished upon request. lines coincide with joint centerlines, 9,Digits indicate see of plate in inches. MiTek USA,Ino./CompuTras 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 #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-(-70) 40 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. • ! LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 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" -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. ICOND. 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'- 0.8" 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 'I MAX BC PANEL TL DEFL = -0.021" @ 3'- 1.4" Allowed = 0.334" 1 MAX BORIZ. 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.lft, 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. o 0 o , .11 I 2 ...><...4 1 M-3x4 1 J' y 1-06 ;PROVIDE FULL BEARING:Jts:2,3,4 -I 6-00 C1/4:,...13. P R°FE� � GINR 6:.t. JOB NAME : 5017-B POLYGON DJ1 Scale: 0.6559 = �' WARNINGS: GENERAL NOTES, unless otherwise noted ../A/'�• . 1.Builder and erectioncontractor should be sdvlsed of all General Notes 1.This design is based only upon the parameters shown and is force individual 7 ORE0C3N Lto• Truss: DJ1 and Warnings befo t ctw save cea building component.Applicability or Eesign parameters and proper , ' �t4 '\ Incorporation of component is the 2.244 compression webb gni t be ls)alled where shown+. responsibility of the building tlesigner. f 3.Additional temporary bracing t sure ata$llity during construction z Design assumes the lop and bottom chords to be laterally braved at • '•; © � Is the responsibility of the erector.Addttorhl permanent bradng of 2o.c.and at sheathing.mash en sty unless braced throughout their length by /� n d• DATE: 11/2/2015 the overall structure Is Me responsibility Pthe buildingtlasl continuous such as plywood sheath here a and/or tlrywall(BC). 4` n_I L - V D No grist. 3.20 Impact bridging or lateral bracing required where shown++ • {i. • SEQ. : K15 0 4 919 4.No Iced should be applied to any component until after at bracing and 4.Installation or buss 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.corrosNe environment, TRANS ID• LINK design loads be applied to any component and are for ary oednian'ar use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes lull bearing at at supports shows.Shim orwetlge n EXPIRES: 2/31/2015. 8.Thl designiisfurnishedlsubjecttothelmllbltloessetforhbyd 8.Plat snshallbeboateduonbothfacesloftruvss.andplacedsotheircenter November 3,2015 TPI/W1CA In SCSI,copies of which will be furnished upon request. lines coincide with Join center lines. 9.Digits Indicate sue of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plata 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 #1&18TR 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 PSF 0'- 0.0" -87/ 478V -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. 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 TC PANEL LL DEFL = 0.080" @ 3'- 7.2" Allowed = 0.396" MAX TC PANEL TL DEFT. _ -0.092" @ 3'- 4.8" Allowed = 0.593" 5-11-11 MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 12 6.00 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. • /- 1 2 4 1 M-3x4 l 1 l 1-06 6-00 (PROVIDE FULL BEARING;Jts:2,4,3 - c PR OF 89200PE JOB NAME : 5017-B POLYGON - DJ3 Scale: 0.5809 • WARNINGS: GENERAL NOTES, unless otherwise noted: Q ©RECON L 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 -p• , �. Truss DJ3 and Warnings before construction commences building component.Applicability of design parameters and proper I�. • �! ^\ - 2.2x4 compression web bracing must be installed where shown x Incorporation of component is the responsibility of the building designer. :?(.6 " ' 1 LO 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be throughouty braced al is the responsibility of the erector.Additional permanent bracing of continuous o.c and at 10•o c respectively unless braced their length by '- DATE: 11/2/2015 the overall structure Is the res onam® of the buildingcoM mous ridging or suchrl bs plywoodre aired mrate a ownand/a tlrywall(SC). 'Yl� I p ty designer. 3.2x Impact bridging or lateral bracing required where shown t i t 1+. SEQ.: K15 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 a mea trusses are to be used in a non-corrosive environment, TRANS ID• LINK design bads be applied b any component. and arem dry condition"of use. 5.CompuTrushasnocontroloverandasearn oresponsibilityforNe B.Design assumes full bearing atapsupportsshooar shim or wedge If EXPIRES 12/31/2015 fabrication,handling, ry edismeecao the Imitations of components. 7.Design umes aced oneothifceio truss, November 3,2015 8.This design Is famished subject to the set forth by 8.Plates shall be boated on both faces of turas,and placed so their center TPIAWTCA In SCSI,copies of which will be furnished upon request. lines coincide ailb point 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-1958(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/Cg=1.00 TC: 2x9 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=(-127) 92 3-9=( -64) 25 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. 1,L( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF I 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 POE 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" 0.93 KDDF ( 625) IMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.7" -13/ 5V 0/ OH 1.50" 0.01 KDDF ( 625) EQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP D 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 = 0.047" @ 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" 4 MAX HORIZ. TL DEFL = -0.001" @ 7'- 10.9" 12 6.00 �) Design conforms to main windforce-resisting system and components and cladding criteria. 3 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. , 0 0 1011 o IIIII iiiiiI 2 5_� o M-3x4 • • b 1-06 l 6-00 l 1-11-11 y DEQ PRo. (PROVIDE FULL BEARING;Jts:2,5,3,4 I '�V �� .k,„‘GINEE7 /per, 8&920OP`E r''''.' JOB NAME : 5017-B POLYGON - DJ4 Scale: 0.5002 �� WARNINGS: GENERAL NOTES, unless otherwise noted IP -Q p'1. oN 1.Builder and erection contractor should be ildvlsed of all General Notes 1.This design is based only upon the parameters shown ands for an individual Truss: DJ4 and Warnings before construction commences building component.Applicability of design parameters and proper �e 9\ 2.2e4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. ' 7' k A Q 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced al f+ 0.syr��. is the responsibility of the erector.Additional permanent bracing of Toc.and at l0 oc rsuch as sty unless braced throughout their length by V DATE: 11/2/2015 the overall structure is the resnnsibi of the boldin designer. continuousshging or werhlbacngresheathheresand/ordrywall(BC). T/ 6-}��- P Itiyg3.z.Impact bridging or lateral bracing required where shown.. fl F SEQ.: K1504921 4.No load should be applied teeny conrponeet unhl after all brachfa and 4.Installation oftru sisthearesponsibilityto ityd tithe hnrespctliec environment,cr fasteners are complete and at no time should any loads greater than lin assumes TRANS ID: LINK design mads be applied to any component. B pearerordy libearing fatenau resnown.snimorwed r 5.CompuTrushas nocontrol over and assumeenoresponsibility for Me Design assumesa ppo gei EXPIRES: 1213112015 ry sfabrication,Is ng,shipment and installation of components. T.Design assumes adequate drainage is provided November 3,2015 B.This design Is famished subject to the limitations set forth by e.Plates shall be located on both faces or truss,and placed so their center TPIANTCA In BC SI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate see 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-1905(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 ROOF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( O) 76 2-5=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-170) 98 3-9=( -76) 34 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" 0.0" TOTAL LOAD = 42.0 POP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -41/ 952V -38/ 182H 5.50" 0.72 KDDF ( 625) LL = 25 POE Ground Snow (Pg) 5'- 9.2" 0/ 66V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -157/ 36BV 0/ OH 1.50" 0.47 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.7" -95/ 95V 0/ 0H 1.50" 0.15 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 "on 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 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 windforce-resisting system and components and cladding criteria. 12 Wind: 140 mph, h=21.7ft, TCDL=4.2,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 in the plane of the truss only. I) o m O M-3x9 •1-06 6-00 3-11-11 { '`v Pry �/c 'PROVIDE FULL BEARING;Jts:2,5,3,4 =' - '•4 !Z - `t €920OPE JOB NAME : 5017-B POLYGON - DJ5 Scale: 0.9225 ,Avengj WARNINGS: GENERAL NOTES, unless otherwise noted. ©fII=�O1V • -'_ 1.Builder and erection contractor should be advised of all General Notes 1.This design A based only upon the parametere shown and is for an individual I� Truss: DJ5 and Wamings be fore construction commences. building component.Applicability of design para meters and proper 2.2a4 compression web bracing must be natalletl where shown+. incorporation of component is the responsibility of the binding designer. f Q� 3.Additional temporary bracing tonsure stability during construction 2.Design assumes the top and bottom chords to be laterally braced lengthat L. to ,4- Z the responsibility of the erector.Additional permanent bracing Sr 2 o.c.and at 10 o c.respaas ply unless braced throughout their by A� C_ DATE: 11/2/2015 the overall structure Is the responsibility f the building desi continuous sheathing later l b plywood tired here)showand/n sr tlrywall(BC). p ry o g Bner. 3.2x Impaci bridging or lateral bracing required where shown�♦ SEQ.: K1504 9 2 2 4.No load should be applied to any component until after all bracing and 4.Installation of trues 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 nonorrosive environment, TRANS ID• LINK design loads be applied to any component. and are ry Antlieon"or use. c 5.CompuTrus has no control over and assumes no responsibility for the 8 necessaDesign ssumeslullbearingataNsupponsshown.Shimorwetlgell EXPIRESS: 12>31f2015- fabrication,handling, ry edlpmencto the installation tsrh by 7.Design beaaded ate on face Is provided. November 3,2015 e.This design Is furnished subject to the limitations set forth by S.Plates shall be located an boM feces of trues,and placed so their center TPIANTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint centerlines. 9.Digits indkate sae of plate In Inches. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For bask 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 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=(-208) 105 3-4=(-101) 46 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -39) 18 BC LATERAL SUPPORT <= 12"OC. UON. L4( 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 BRG AREA OVERHANGS: 18.0" 0.0" • 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) i 5'- 9.2" 0/ 66V 0/ OH 5.50" 0.11 KDDF ( 625) L MITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -158/ 354V 0/ OH 1.50" 0.45 KDDF ( 625) R QUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -99/ 196V 0/ OH 1.50" 0.25 KDDF ( 625) 11'- 11.7" -19/ 46V 0/ OH 1.50" 0.07 KDDF ( 625) 'IiB TTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP D BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 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 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" @ 11'- 10.9" 5 -/ MAX HORIZ. TL DEFL = -0.002" @ 11'- 10.9" 0 Design conforms to main windforce-resisting 4 system and components and cladding criteria. 12 Wind: 140 mph, h=23.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 0 (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 o Cr 1( I IO rn 0 0.0141111.11111..""1•111111M _, 0 2 6 o 1M-3x4 • y los y 600 1 5-11-11 l ;Kf' - '� 1P Q , 'PROVIDE FULL BEARING;Jts:2,6,3,4,5 I -- 6J`': ' - 49-- �4;/ ' 92 JOB NAME : 5017-B POLYGON 7 IJ6 /J Scale: 0.3768 WARNINGS: ! GENERAL NOTES, unless othenvse notetl -� ,©- - -- - y"� t.Bolder and erectioncontractor'shouldb advised of all General Notes 1.This design is based only upon the parameters shown ands for an lndNldual • • • f�11 GO -w. w • Truss: DJ6 and Warnings beforen�rucdon m building component Applicability of design parameters and proper �j N 2.2v4 compressbn web bracing ust b ailed where shown+ incorporation of component lathe responsibility of the building designer. os }/ !' 2s) 4 2.Design assumes the lop and bottom chords to be laterally braced at i} it 3.Addklonal temporary bracing[ Inco b lity during construction Y e c and at 10 o.c.respectively unless braced throughout their length by /A_ _ Is the responsibility of the ere r.Addltl permanent busing of continuous sheathing such as plywood sheathing(TC)and/or drywali(BC) ^a� L7 1 e �- DATE: 11/2/2015 the overall structures the reeponsbilty cif the building designer. 3.20 Impact bridging or lateral bracing required where shown++ f"111.. 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the reepectNe contractor. SEQ.: K1504923 fasteners are complete and at no time should any bads greater than 5.Design assumes rrussea are to be yand me non-corrosive environment. TRANS ID• LINK design loads beapplied toany component. and anror•re fllb of at a. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing et e9 supports shown.Shim or wedge if EXP I.' ES: 12/3112015 ry 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 e.Plates shall be located on both faces of truss.end placed so their center TPIANlCA In SCSI,copies of which will be furnished upon request. lines coincide Mil joint centerlines. 0.Digits indicate see of plate In inches. MiTek USA,IncJCompuTrOs Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1966(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC I 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 <= 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 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" -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 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 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX IL 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 y 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=l.6, 6.00 [ 4 Truss designed for wind loads in the plane of the truss only. i 0 3 0 I r 14M 4, t .rillill111M1 -, I 1 o M-3x4 • 1, l l y - -.90 PR.QFF, 1-06 6-00 7-11-11 :('�G� \QINEk 4, (PROVIDE FULL BEARING;Jts:2,6,3,4,5 Ijv `"'{{a�9/ (�pp � `/. -:92OQr 1:, JOB NAME : 5017-B POLYGON - DJ7 Scale: 0.3282 l� • /� WARNINGS: GENERALNOTES, unlessot thepenod t/ ©f-7CUL/IV :/":. 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon parameters shown and is for an individual Truss: DJ7 and Warnings before constructor commences. bulding component.Applicability of design parameters and proper z.2r4 compression web bracing must be installed where shown+. incorporation ofcomponent is the responsibility of the building deagner. f% .q'�,r 2©� 1 3.Additional temporary bracing to Insure stability during consWGon 2.Design assumes Me top and bottom chortle to be laterally braced at < '' V ** is the responsibility of the erector.Additional permanent bracing of 2 o.c.and at f 0 o c./such cc plywoodly unless braced throughout rd,their length by I DATE: 11/2/2015 the overall structure Is the responsibilityf the DU ldin designer. lv Imp ous sheathing such as sheath ng(TC)and/or drywall(BC). R r '.I I! o 9 9 3.2a Impact bridging or lateral braGng required where shown++ �T 11 �/ SEQ.: K15 0 4 92 4 4.No load should be applied to any component until aIle,all bracing and 4.Installation of truss is the responsibility of the respectNe contractor. fasteners are complete and et no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment. design baits be applied ancomponent. end are for'dry condition"or use. TRANS ID: LINK en pp ie erenda6.Design assumes full bearing at al supports shown.Shim or wedge If EXPIRES: 12/31)2015 5.CompuTrus has no control over and assumes no responsibility for the 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 both faces of truss,and placed so their center TPIMRCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MITek USA,Inc./CompuTrus Software 7.6.6(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 15'- 11.7" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cg=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-7=(0) 0 BC: 2x4 KDDF#1&BTR SPACED 24.0" O.C. 2-3=(-287) 192 3-4=(-184) 79 TC LATERAL SUPPORT <= 12"01. UON. LOADING 4-5=(-108) 58 BC LATERAL SUPPORT <= 12"00. UON. 1 LI( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=( -44) 20 DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 18.0" 0.0" • TOTAL LOAD = 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA LI = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -23/ 455V -63/ 293H 5.50" 0.73 KDDF ( 625) • L 1ITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) REIQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.2" -161/ 343V 0/ OH 1.50" 0.44 KDDF ( 625) 1 '',�ff 9'- 11.2" -128/ 246V 0/ OH 1.50" 0.32 KDDF ( 625) I, BcTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 13'- 11.2" -113/ 226V 0/ OH 1.50" 0.29 KDDF ( 625) D BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 15'- 11.7" -16/ 33V 0/ OH 1.50" 0.05 KDDF ( 625) • 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TI=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 = -0.004" @ 15'- 10.9" 6 MAX HORIZ. TL DEFL = -0.004" @ 15'- 10.9" 5 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 19.0 mph, h=29.6ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 6.00 Truss designed for wind loads in the plane of the truss only. 0 I 0 I co ii rn I � � 2.. 7� o M-3x4 ,,c.:1") PROF. • • y 1-06 y 6-00 y 9-11-11 l � GIfN, >, PROVIDE FULL BEARING;Jts:2,7,3,4,5,6 C,Tp�] ' •• JGVf-C. JOB NAME : 5 017-B POLYGON ,- DJ8 Scale: 0.2998 ��/� - WARNINGS: GENERAL NOTES, unless otherwise noted. QRC /.NF1 la - 1.Builder end erect contractor should b0 advised of all General Notes 1 This design s based only upon the parameters shown and s for an individual V EGC)I•I - �S/ Truss' DJ8 and Warnings beforesl Etim corm-lenses. bolding component.Applicability of design parameters and proper ' • 2.204 compressor b bracing must be Detailed where shown+, incorporation co nrponent is the responsibility of the build ng designer. " _ 1_4 2S -� _ 3.Additional temporary bracing b insure sib Iiy during constsaton 2.Design assumes the top and tinhorn chortle to be laterally braced at f./ P s the responsibility of the erector.AdtlI110na1 permanent bracing of T o c and at 18 o.c.respectNehy unless braced throughout their length by • continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). C7� . DATE: 11/2/2015 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ ffll}1 1 a� V SEQ.: K1504925 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of 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 designmada be applied to any component. and are someor-dry 131 bearing at use. EXPIRES: @']G�a 5.CompuTrus has no control over and assumes no responsibility for the B.mmssDesign assumes full bearing al aft supports shown.Shim or wedge if �I@']GC. �/]{eJ�j�Oi scary. I�1Lt7 L/a7 /- I fabrication.handling,shipment and installation of components. 7.Desgnassumes adequate drainage is provided. November 3,2015 8.This design is furnished subject to the limitations set forth by 8.Plates shaft 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 lines. 9.Digits indicate size of plate in Inches. MITek USA,Ino./CompuTlus 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 17'- 8.9" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 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 3-9=(-216) 96 TC LATERAL SUPPORT <= 12"0C. UON. LOADING 9-5=(-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 = 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 -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/ 396V 0/ OH 1.50" 0.94 KDDF ( 625) 9'- 11.2" -123/ 239V 0/ OH 1.50" 0.30 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 13'- 11.2" -195/ 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" ::::gsid:::::'::::6:ionadd:rce-resisting rms tomainwindforce-resistingemponents and cladding criteria. 5 Wind: mh5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, e ), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12n factor=l.6,6.00 ed for wind loads in the plane of the truss only. 1001111111111.1111.111111111111111111111110 ,-1 I M-3x5(5) N 0 m rn o Cr 1 .*gommommommommommommilmmig -. 2 ri I M-3x4 .9,Ea PF 0 F . l y 1 1 �� GINE - 10 _ 1-06 6-00 11-08-15 .. R IP (PROVIDE FULL BEARING;Jts:2,7,3,4,5,6 I ,(ft 8-4 2OO P E JOB NAME •. 5017-B POLYGON - DJ9 Scale: 0.2773 � G7/�L WARNINGS: GENERALNOTES, unless otherwise noted: ©REGVN '-4C. 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 .Al44/ Truss: DJ9 and Warnings before construction commences building component.Applicability of design parameters and proper �4e ©)� A 2.204 compression web bracing must be installed where shown t. incorporation of component s the responslbllfty of the building designer. !© }/ ' at 3.Adddonal temporary bracing to Insure stability during construction 2 Design assumes the top and ely un esSchobrads ced be laterallybraced length A.4-• Is the responsibility of the erector.Additional permanent bracing of 2o.c and ateDh.c.respectively unless braced throughout their by {/'� � - DATE: 11/2/2015 the overall structure Is the responsibility of the building des continuousxImpbridging stchasacng requod ired wh re sho) nor dryvrell(BC). "-�') . {yI �- pone N g Igner. 3.2a Impact bddging or lateral bracing required where shown+t _ I�l 1 1� SE K1504926 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. Q fasteners are complete and at no time should any loads 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 ullbearingataleupportsshown.ShimorwedgeIt EXPIRES:12131/2015- ry 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 set forth by 8.Plates shall be located on both faces of truss,and placed so their canter TPINJfCA in BCSI,copies of which will be furnished upon request. lines coincide with joint centerlines. 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 IMITek) 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: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-239) 120 1-5-(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-140) 56 3-4=( -61) 29 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LLf 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 PSF 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/ 6BV 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -162/ 344V 0/ OH 1.50" 0.94 RODE ( 625) LIIIIITED 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" -96/ 99V 0/ OH 1.50" 0.16 RODE ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP A1411 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/240, TL=L/180 1 MAX TC PANEL LL DEFL = 0.039" @ 2'- 11.8" Allowed = 0.397" 1 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" 1 10 Design conforms to main windforce-resisting system and components and cladding criteria. 12 Wind: 140 mph, h=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), 11 3 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. N , illi , ,- i� M O I o M-3x4 * * * QVc..D P R QF'F, 6-00 7-07-08 I (PROVIDE FULL BEARING;Jts:1,5,2,3,4 I C. 6[T ` � {j 2'0NQ�P ,. • � JOB NAME : 5017-B POLYGON - EDJ Scale: 0.3706 - „,e".49'. • • WARNINGS: GENERAL NOTES, unless otherwise noted :OREGON 1.Builder and erection contractor should be edvlsed of all General Notes 1.This design is based only upon the parameters shown ands for an individual L Truss: EDJ and Warnings before construction commences building component Applicability o/design parameters and proper �, .' ,I '\ 2.254 compression web bracing must be Installed where shown+ incorporation of component Is the responsibility of the building designer. 'j 2S) 3.AdditionalI temporary bracing to insure alis+lky 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 con c and at 10 o c respectively unless braced throughout their length by DATE: 11/2/2015 the overall structure Is the responsibilitylithe bu Itl n des continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). 44. ]R.I L1 , o g gner. 3.2x Impact bridging or lateral bracing where shown++ v • SEQ.: 5 0 4 92 7 4.No load should be applied to arty 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 any component. and are for^ary condgmn°nr use. 5.CompuTrushas nocontrol over and assumes noresponsibility tor Me e.Dee�is�ssumesfullbearingalailsuppodsshown.Shimorwetlgeif EXP I.RES: 12/3112015 fabrication,handling, ry ed shipment to the l:mlello of components. 0.Design be lc ted on eoth ace is truss, d. an November 3,2015 8.This design Is/urnished subject to the limitations set forth by e.Plates shall be located on both faces of tivss,and placed so their center TPIANTCA 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./Compulrus 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'— 3.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF 816BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF 516BTR SPACED 24.0" O.C. Design conforms to main wind force—res isting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING SC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 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 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 1OPSF 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 T 1' T 12 12 6.00 � Q 6.00 IIM-9x9 • M o f r p 11 N O p M-3x9 M-3x4 1 ,1 y 1-06 11-03 ��p,ED P R QF��d' - G,I NEkR 1� :4 2 • .�9200PE •A, JOB NAME : 5017—B POLYGON — F1 � Scale: 0.5334 y�. go.WARNINGS: GENERAL NOTES, unless otherwise noted ©f-7Et71/N ��_ 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: Fl and Warnings before construction commences building component.Applicability or design parameters and proper 1� 2.2x4 compression web bracing must be Installed where shown.. incorporation of component is the responsibility of the building designer. 2.S3-.-44.- 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chards to be lataralty braced at 6 1:if',f .S3 ii is the responsibility of the erector.Additional permanent baling of Y o c and at 10 o c respectively unless braced throughout their length by {A, b { DATE: 11/2/2015 the overall structure Is the responsibility of buildingdesigner. continuousKImprhgingiorg lterbes acingotlehee shown•tlrywall(BC). ��f-l''be- p ry o goer. 3.co Impact bridging or lateralhbracing o rd sheet where shown•d• n fl SEQ.: K 15 0 4 9 2 6 4.No bad should be applied to any component until after all bracing end 4.Installation of truss is the responslbikly of the respective contractor. fasteners are complete and at no time should any bads greater then 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°arycomtlaior grass. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full beating at allsupporte�hown.Shimorwedge:f EXPIRES: 12/31/2.015- fabrication,handllas ns,shipment and limitations of etforth by 7.Design sl b el adequate tondrainage to truslse November 3,201 5 6.This design is furnished sublett to the Ilmgallons set forth by B.Plates shall be located on both faces of truss,end 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,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-131 I.ESR-1 BBB(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DOF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-170) 101 1-4=(0) 0 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=( -76) 34 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. 1 DLI( 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" 0.47 KDDF ( 625) 9'- 11.7" -44/ B7V 0/ OH 1.50" 0.14 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BcPZTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ANOBOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. li 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 ' Design conforms to main windforce-resisting 6.00 �� 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=1.6, Truss designed for wind loads in the plane of the truss only. 2 0 I M T r001111111111111 . , 1 - o M-3x4 • • i �y J' 6-00 y 3-11-11 y ���.`Q PROf-c(� 'PROVIDE FULL HEARING;Jts:1,4,2,3 f., .. ,C.*t\G�N.� ."�.t/0 - ' 89200PE JOB NAME : 5017-B POLYGON - J5 Scale: 0.4765 -.d�e'{{ 1n� WARNINGS: GENERAL NOTES, unless otherwise noted: Baer ©Il�U O1V : 1.Builder and erectiont ctoq should bit advised of all General Notes 1.The designs based only upon the parameters shown and is for an individual F• Iv�� Truss: J5 and Warnings belconstrued.comm«ncec budding component.Applicability of design parameters and proper / 2.2s4 compression b bracing In st be*aged where shown v. incorporation of component lathe responsibility of me building designer. /i) ^4 I Y 2.0 3.Additional temporaryb bracingInsure s tillt9 during consWUlon 2.Design assumes the top and bottom chords to be laterally braced at v Is the responsibility of theerector.IAddllt,'�,'Cl permanent bracing of Y o c and at 10 o.c.respectively unless braced throughout their length by DATE: 11/2/2015 the overall structure Is the res ns Dl (the buildingdes DrcoImpact sheathing ltehasalcng requirede where hown) ttlryvrall(BC). ��� !p N Boer. 3.2x bridging or lateral bracing shown+r SEK15 0 4 92 9 4.No load should be applied to any component until alter al bracing and 4.Installation of truss Is the responsibility of the respective 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, design loads be applied to any componentand are for"dry condition"of use. g . TRANS ID: LINK 8.Design assumes full bearing at all supports shown.Shim or wedge ify 5.CompuTrus has no control over and assumes no responsibility for the awry. EX P I P ES: 12/3112015' fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center November 3,2015 TPIANTCA In SCSI,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./CompuTses 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 6'- 9.5" 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 #16BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=20.6ft, 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 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. 12 5.00 p dl1llL iir 0 4 M-3x4 b 1 y 1-06 6-09-08 ��g,Ep P R pAFs <c.� tkO,IN S /ia) Q &9200PE r",' JOB NAME : 5017-B POLYGON - G1 Scale: 8.6499 �� (� WARNINGS: GENERAL NOTES, unless otherwise noted: bet' .,©3.y,y.q.N a.-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 � 1--1 1L.77 L4/ Truss: G1 and Warnings before construction commences building component Applicability of design parameters and proper �. I? 2.a'�' 2.2t4 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. �© !f 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chards to be laterally braced at ff a is the responsiblllty of the erector.Additional permanent bracing of 2 o.c.and at 10'o c.respectiveN unless braced throughout their length by V.:-'-- DATE: DATE: 11/2/2015 the overall structure is the responsibility f the building designer. continuous sheathing later t b acinplywg re aired in ere s ae tlrywall(SC). . 14R1.12‘,.' p N o g goer. 3.20 Impact britlging or lateral bracing required where Mown SEQ.:: 1(1504930 4.No bad should be applied to any component until after at bracing and 5.Installation of truss Is g responsibility sibility of In anon-corrosive envirrespectNe or. nment, fasteners are complete and at no time should any bads greater than Design assumes design loads be applied to any component. and are for"dry condition"of use. TRANS ID: LINK 5.CompuTrus has no control over end assumes no responsibility for the 6.Deelpo ssumesfullbeeangstallsupportsshown.ShimorwetlgeIt EXPIRES: 12/3112015. ry fabrication,handling,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 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,Int./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see E519-1311,ESR-1968(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/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( O) 76 2-4-(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-75) 31 TC LATERAL SUPPORT <= 12"0C. UON. LOADING • BC LATERAL SUPPORT <- 12"OC. CON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORS 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" -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. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP y2 j 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" .I...I.I.III1IIøuIII'•! Design conforms to mar windforce-resisting system and componentsand cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, I r1 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. i I N 111111 o dell -3x4 1 1 1 - 1 1-06 4-00 IPROVIgE FULL BEARING;Jts:2,4,3 I ,I • • At• • 89200PE JOB NAME : 5017-B POLYGON - H1 -,440,401111:e Scale: 0.7411 _ WARNINGS: GENERAL NOTES, unless otherwise noted: ��� � . 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 p� d. Truss: H1 and Warnings before construction commences. building component Applicability of design parameters and proper , _ V /� 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. Y 2.0\ 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at � di�(' ''�, ( ' Is the responsibility of the erector.Additional permanent bracing of 2 o.c.and at 19 o.c.respectivey unless braced throughout their length by Ji qqq •�`_ DATE: 11/2/2015 the overall structure Is the responsibility of buildingdesl continuous sheathing war as plywood sheath ng(TC)ownand/sr tlrywell(BC). 'f-1.. 1r.I\ ., pons N o designer. 3.2t Impact bridging or lateral bracing required where shown++ ` l� SEQ.: K 15 0 4 9 31 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibifty of the respective contractor. fasteners are complete end at no time should any loads greater then 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID• LINK design bads be applied to any componet and arefor ryconaaion°or use. 6.D: 5.CompuTrus has no control over and assumes no responsibility for the full boating at all supports shown.Shim or wedge if EXP IR ES: 12/311201-5- ".-, 12/31/2015- ry fabrication,handling,shipment and installation ofcoatprheyis. 7.Designassumesbesaded on drainage is provided. an November 3,2015 6.This design is Nmishetl subject to the limitations set forth by S.Plates shall be located on both faces or truss,and placed so their center TPIIWTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint centerlines. 9.Digits indicate size of plate In Inches. MTek USA,Int./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 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=(-208) 106 1-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 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 BAG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 236V -44/ 178H 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" -165/ 356V 0/ OH 1.50" 0.46 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.2" -92/ 1B0V 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 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. I VERTICAL DEFLECTION LIMITS: LL=L/240, 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" @ 11'- 10.9" 4 MAX HOOIS. TL DEFL = -0.002" @ 11'- 10.9" )I Design conforms to main windforce-resisting 12 3 I system and components and cladding criteria. 6.00 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 0 (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 sr 0 M O 0 1►� 5�� O M-3x4 • y y -� tEpPRpFe • 6-00 5-11-11 /rte 'PROVIDE FULL BEARING;Jts:1,5,2,3,4 I •. 6N. ' -^-L'`r "* -: 'T At &9200PE ms" JOB NAME : 5017-B POLYGON - J6 Scale: 0.9085 ,�/ljoi -- I-41- WARNINGS: WARNINGS: GENERAL NOTES, unless otherwise noted: 'OREGON . _ 1.Builder end erection contractor should be advised of all General Notes 1.This design A based only upon the parameters shown and is for an individual Truss: J6 and Warnings before construction commences bolding component.Applicability of design parameters and proper Incorporation of component is the responsibility z.2x4 compression web bracing rude be Installed where shown.. hal by of the building designer. t 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at /© �F' 1.A ! © " is the responsibility of the erector.Additional permanent bracing of 2'o.c and at 10 oc.eachervety unless braced throughout their length by DATE: 11/2/2015 the overall structure is the responsibility /the bulltlin continuous sheathing such as plywood shealhing(TC)and/or tlrywall(BC). ('e7 Fri I{ �. ° g designer. 3.2a Impact bridging or lateral bracing required where shown Co fl t 1.. SEQ.: K1504932 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibiAy of the respective contractor. fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used m a non-corrosive environment, TRANS ID' LINK design loads be applied to any component. and are for"dry condition"otiuse. 5.CompuTrushasnocontroloverandassumesnoresponsibilityforthe 5.Design assumes Nllbearing atall supports shown.Shim orwedge if EXPIRES: 12/31/2015 fabrication,handing. nem-, hedismenc toothehenakno/compth87.Designlsassumes trace, . November 3,2015 B.This design is furnished subject the limitations set forth by B.Plates soda be mooted on both noes of boss,and paced so their center TPIM?CA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate see 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 6'- 9.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-5=(-59) 72 3-5=(-210) 173 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3-(-115) 96 WEBS: 2x9 KDDF STAND 3-4-( -9) 4 LOADING TC LATERAL SUPPORT <= 12"00. UON. ILL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX BORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" 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" 0.49 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 - 0.190" @ 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 • 4 • I '1A 'I` MAX HORIZ. LL DEFL - 0.001" @ 6'- 5.8" 12 MAX HORIZ. TL DEFL = 0.001" @ 6'- 5.8" 5.00 17 M-1.5x3 4 Design conforms to main windforce-resisting 3 system and components and cladding criteria. • • { Wind: 140 mph, h=l5ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. N O M o f O i 2 o 1 M-3x4 M-1.5x3 • 1 1 * 6-05-12 0-03-12 l 1 1 1-06 6-09-08Ep PROFS _ .... . .. c IN .roti 89200PE 1-- JOB NAME : 5017-B POLYGON C 2 Sale: 0.5499 ' WARNINGS: GENERAL NOTES, unless panth paramse eters • • OREGON t(,�. 1.Builder and erect) contractor should b advised of all General Notes 1.This design Is based only upon the parameters shown and is for an^div dual Iv. L Truss: G2 and Warnings before construction a s. building component.Applcabnryofdesign paremelersand proper • AV' 2.2x4 compression web Mooing mua be lnktal d where shown+, Incorporation of component is the responsibility of the building designer. }/ � 1 2.... o\ " 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at G 12)^ 1 M the responsibility of the mortar.Additional permanent bracing of 2 o c and at 10 o.c.respectively unless braced throughout their length by )�� DATE: 11/2/2 015 the overall structure Is the res onsib,I df the buildin 2 Impact shg glor suer l bs acing requiredod isheathing(TC)where s and/or tlrywall(BC). _- ('3'1\ �,- responsibility g designer. 3.2x Impact bridging or lateral bracing shown a 4 fl{L._ SEQ.: K1504933 4.No load should be applied to any component until after all bracing and 54..DesallationoftrusIsthhearetosibilllity fthnonche ctivevent cor.environment, fasteners are complete and al no time should any loatls greater than gn assumes trusses tleslgn loatls be applletl to eny component. and are for'dry condition"of use. TRANS I D: LINK 5.CompuTrus has no co^trol over and assumes no responsibility for the 6.Design assumes ull bearing el etl supports shown.Shim orwatlge if EXP I RES:12/31/2015 aeery. 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 TPIA4'TCA In 6151,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sire of plate in inches. MITek USA,Inc./CompUTfas 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'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #163TR LOAD DURATION INCREASE = 1.15 1-2=(-246) 123 1-5=(0) D BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-148) 60 3-4=( -66) 31 TC LATERAL SUPPORT <= 12"OC. DON. 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 = 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/ 60V 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" i( Design conforms to main indforce-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), 3 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 2 c- M T, Eti p 1 =" 6 11.011.1 0 M-3x4 ED PROF * 6-00 b 7-11-11 b -r�c,�< NAC-�,IN �`._'1 'PROVIDE FULL BEARING;Jts:1,5,2,3,4 I �.�y�( ' �pp'- (yp-, `V 87L00r E JOB NAME : 5017-B POLYGON - J7 • Scale: 0.3692jAIM -j'y� WARNINGS: GENERAL NOTES, unless otherwise noted: 0 -OREGON.. - ; 1.Bulder and erection contractor should be advsed wall General Notes 1.This design Is based only upon the parameters shown ands for an Indwldual p., L Truss: J7 and Warnings before construction commences. building component.Applicability of design parameters and proper { NI* T� 2.2r4 compression web bracing must be Installed where shown•. incorporation of component is the responsibility of the building designer. /'� 14 3.Add2mnel lemporery bracing io nsure stablity during construct on 2.Design assumes the top and boffom chords to be laterally braced et 1 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 .M7 ------ DATE: 11/2/2015 the overall structure is the responsibility of the baldingdeli continuous sheathing such as plywood sheathing(TC)andror drywall(BC). ' /�+�C 1 aponsi ty designer. 3.20 Impact bridging or lateral bracing required where shown.. f-1 1 a� SEK15 0 4 93 4 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. Q'' fasteners are complete and al no time should any loads greater than 5.Design assumes basses are to be used m a non-corrosive environment, TRANS ID: LINK design mads be applied to any component. a. and Bi reror"cryo it be mf lit en supports enown.smm or wedged 5.CompuTrus has no control over and assumes no responsibility for the s assumes g a ppo EXP l R ES:-12/31/2015- ry fabrication,handling,shipment and Installation of comonents. 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 TPUWTCA In SCSI,copies of whah will be furnished upon request. lines coincide with joint center knee. 9.Digits Indicate sae of plate In inches. MiTek USA,Int./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'- 1.5" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cg=1.00 TC: 2x9 KDDF 1#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 29.0" O.C. 2-3=(-786) 149 6-7=(-259) 649 3-7=(-739) 220 WEBS: 2x4 KDDF STAND 3-4=(-138) 127 7-9=(-169) 196 LOADING 4-5=( -9) 4 TC LATERAL SUPPORT 4= 12"OC. UON. ' L ( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. I DL ON BOTTOM CHORD = 10.0 PSF • TOTAL LOAD = 42.0 PSF 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" -100/ 790V -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 R$QUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 f) uplift at 24 "oc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. h- g Ps p 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 = -0.016" @ 6'- 11.7" Allowed = 0.610" I MAX TL CREEP DEFL = -0.033" @ 6'- 10.6" Allowed = 0.814" Ali I MAX HORIZ. LL DEFL = -0.006" @ 12'- 8.0" MAX HORIZ. TL DEFL = 0.010" @ 12'- 8.0" 7-00-06 . 5-09-06 0-03-12 TI 1' T T 12 Design conforms to main windforce-resisting 5.00 D M-1.5x3 S system and components and cladding criteria. 4 , Wind: 140 mph, h=l5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, y (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. /' M-3X4 3 ,y 441111111 11111111111111111111111 0 I N ti O A 1llkllillillkllh.... p T ioogllIll 1 2► • • 6 .�7 o M-3x9 M-1.5x3 M-3x4 • • • l b l 6-10-10 6-02-14 k 1-06 y 13-01-08 y .,-- ` a'N'�k,�y 6>Q -. • • 89200PE • JOB NAME : 5017-B POLYGON _ G3 /---- Scale: 0.3573 � '{�.. _1 . WARNINGS: GENERAL NOTES, unless otherwise noted, � ��. ... . I.Builder and erection contractor hould l(a d Ised of all General Notes 1.This design s based only upon the parameters shown and s for an individual 'OREGON Truss: G3 and Wamingsbefore constructincommerces. bttlngcomponent.Appicabilbyofdesign parameters and proper '�, _ sass 2.044 compression web bracing,,,���ust be the aged where shown+, incorporal on of component Is the responsibility of the building designer. iO All:)' 14, 2:43 O 4 3.Additional tempororybracing t Insure etagnry during construction z Design assumes the top and bottom chorda to be laterally braced at a L+ Is the responslbrfiry of thetS.Atltlrclo I permanent bracing of Y o.c.and at 10 mc.respectively unless braced throughout their length by {.a�' DATE: 11/2/2015 the overall structure is thebel �he buildingdesigner. continuous ogn suchrlbacinas g e trete)and/or drywall(BC). f��ri I��- responsibility o3.2a Impact bridgingco dation"o bracing required where shown++ fl SEQ.: K1504935 4.No load should be applied to any component until after all bracing and 4.4.Installellonomesbusthe easpo siullty itydithe respectivelventrive ractor.ant, fasteners are complete and at no time should any bads greater than e In design loads be applied to any component. aM are tot"dry contlltion"of use. �/p� 1� TRANS ID: LINK 6.Design assumes full bearing at all supports shown.Shim orwedgei( /�CiP1ES: 12/31f20�5 5.CompuTrus has no control over and assumes no responsibility for the necessa, 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 TPI/WTCA in ECSC,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Diggs indicate sae 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-1986(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 #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-287) 193 1-6=(0) 0 BC: 2x9 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-) -44) 20 BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD= 10.0 PSF 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" -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/ 346V 0/ OH 1.50" 0.44 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -116/ 234V 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 lOPSF LIVE LOAD. TOP 15'- 11.7" -15/ 32V 0/ OH 1.50" 0.05 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/18D 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 = -0.004" @ 15'- 10.9" MAX HORIZ. TL DEFL = -0.004" @ 15'- 10.9" rI 4 Design conforms to main windforce-resisting system and components and cladding criteria. (1 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 in the plane of the truss only. 3 �1 0 I 2 rt o l 6 , M-3x4 • Q,Ep PRQ 1 6-00 y 9-11-11 y C,�� GINE - --- ,[PRO[PROVIDE VIDE FULL BEARING;Jts:1,6,2,3,4,5 I '{(v/- JOB NAME : 5017-B POLYGON - J8 Scale: 0.3299 ._illill 41. #, l j'ye. WARNINGS: GENERAL NOTES, unless otherwise notetl 'OREGON y. a. 1.Builder and erection contractor should be advised of all General Notes 1.This designs based only upon the parameters shown end s for an individual E(3 • ys, t(4 Truss: J8 and warnings before construclon commences building component.Applicablllly or design parameters and proper • �y•qq • �' ! - 2.254 compression web bracing must be installed where shown-f. incorporation of component is the responsibility of the bulking designer. .' ) lie I�F 2,o', #. 3.Additional temporary bracing to nears stability during construction 2.Design assumes the top and bottom chords to be laterally braced al 1 .G+ 1...: is the responsibility of the erector.Additional permanent bracing of 2 o c uo d at ea0.o c respectivelysuch asplywood unless eslhlsraced throughout their length by I DATE: 11/2/2015 the overensbaamre smeres responsibility nhabwleb des cam" ussheamhgsuchasnrequiredc g(rshownC) ordrywall(BC). '7$-PRILV p ty o g gner. 3.2x Impact bridging or lateral bracing where shown++ SEQ.: K15 0 4 9 3 6 4.No bad should be applied to any component until after 01 bracing and S.Installation of tru,Nsshe ress areponsibility be uusetl in anon-corrosive contractor. ontra torment, fasteners are complete and at no time should any bads greater than Design assumes TRANS ID: LINK design loads be applied to any component. 6.aDeS1are for utlry condition" ut all supports snows.Shim or wed t 5.CompuTrus has no control over and assumes no responsibility for the �s assumes g a ppo wedge EXPIRES: 12/31 12015 N. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provked. 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 November 3,2015 TPI/WI-CA in SCSI,copies of which will be furnished upon request. lines coincide with joint centerlines. 9.Digits Indicate size of plate in inches. MiTek USA,IOC./CompuTrus Software 7.6.6(10.-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MRek) 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 TO: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-776) 178 1-5=(-253) 644 5-2-( 0) 299 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-139) 127 5-6=(-256) 640 2-6=(-723) 216 WEBS: 2x4 KDDF STAND 3-4=( -9) 4 6-3=(-161) 147 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL) 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT 6= 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 IOC 2012 NOT BEING MET. BO/TOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ANI) 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 = 0.604" 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" 1' I T T T 12 M-1.5x3 Design conforms to main windforce-resisting 5.00 G7' 4 system and components-, ponents and cladding criteria. 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=1.6, Truss designed for wind loads in the plane of the truss only. M-3x4 • o 0 1 N If NI I __ a of S -. I 1 - 5 6 o M-3x4 M-1.5x3 M-3x4 6-09-02 6-02-14 . y L pED PRqFF I • &9200 P JOB NAME : 5017-B POLYGON -h G4 Scale: 0.3972 ���_ _• . WARNINGS: GENERAL NOTES, unless otherwise noted: ' TTpy�./��sl �.- 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 ndNidual p ©R Cy;,]O J 1�. L Truss: G4 and Warnings before construction commences. building component Applicability of design parameters and proper n &N ^\ 2.254 compresslon web bracing must be installed where shown+ incorporation of component is the responsibility of the building designs. -C - 3.Additional temporary bracingto Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at � ''(� L+ Is the responsibility of the erector.Adddbnal permanent bracing of Y o.c.and at 10 o.c.respectsely unless braced throughout their length by DATE: 11/2/2015 the overall structure Is the responsibility of the building rhgg or latehlbas ac plywood aired where)oosetlrywall(BC). a( 4:1111-1- �'#�'.]` p N e designer. 3 continuous Impact bridgingth or lateral bracing required shown and/or d• n 1 1.. SEQ.: El5 0 4 9 3 7 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respectse so tractor. fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment TRANS ID• LINK design loads beappriedtoany component and are or drycondinon or use. 5.CompuTrus has no control over end assumes no responsibility for the 6.neesign cessary. Names full bearing at all supports shown.Shim or wedge if 1" r�ES: ,r 2/ I 12 01 5 fabrication,handling. ry �-/ b� edlsmentao the limitations set components. B7. Design belcated oneothl face Is provided. and November 3,2015 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both feces of truss,and placed so their center TPLIWTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate siae of plate in inches. MiTek USA,Inc./CompuTms Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,E55-1988(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/Cq=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=(-75) 27 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 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 P58' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -90/ 405V -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. 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 = 0.078" 1-11-11 MAX TC PANEL LL DEFL = 0.003" @ 1'- 0.8" Allowed = 0.097" 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 = -0.000" @ 1'- 10.9" 6.00 MAX BORIZ. TL DEFL = -0.000" @ 1'- 10.9" 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. 11 o 00 o 2 ��9 -/ M-3x9 b 1 * 1-06 9-00 (PROVIDE FULL BEARING;Jts:2,3,4 Q,Ep PR_DPe .INE. <2. 89200P°E JOB NAME : 5017-B POLYGON - HJ1 )/:t Scale: 0.6861 WARNINGS: GENERAL NOTES, unless otherwise noted: i . -- '°s6e 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and a for anndrvdual _ 4 . Truss HJ1 and Warnings before construction commen«e building 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. '/f -.7 2o- �4� 3.Additional temporary bracing to neuro stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at it is the responsibility of the erector.Additional permanent bracing of Y o c and at 10 o c.respectively unless braced throughout their length by DATE: 11/2/2015 the overall stridors the responsibilitythe dee continuous sheathing such as plywood sheathing(TC)and/or tlrywall(SC). eFtI '.I[ �„ ofbuilding designer. 3.9i Impact bridging or lateral bracing required where shown++ l� SEQ.: K1504938 'I 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 5.Design assumes tresses are to be used In a noncorrosive environment, TRANS ID' LINK design bads be applied to any component. and are for dry conditionof use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Dee�Bnassumesfullbaarineatellsupportsshown.Shimorwedgeif EXPIRES: 12>31f2.015- fabdcatian,handlin ry g,shipment to ellimiiatio s et forth components. 7.Design s slnelassumes adequateobathif ce is provided.n November 3,201 5 5.This design is furnished subject to the limitations sal by 8.Plates shad be located on bath faces of tram,and placed m their center TPIIWrCA In SCSI,copies of Wnich will be famished upon request. lines coincide with joint center lines. 9.Digits Indicate sire of plate in inches. MiTek USA,Int./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 17'- 8.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-322) 160 1-6=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-216) 95 3-4=(-149) 68 TC LATERAL SUPPORT <= 12"0C. UON. LOADING 4-5=( -65) 30 BC LATERAL SUPPORT <= 12"OC. UON. LL1 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 BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -22/ 237V -68/ 276H 5.50" 0.3B 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) ''I 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. Ili POND. 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 = -0.005" @ 17'- 8.2" MAX HORIZ. TL DEFL = -0.005" @ 17'- 8.2" i 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, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 ri load duration factor=1.6, 6.00 Truss designed for wind loads in the plane of the truss only. 3 0 m, cm cm 2 I rig ii • I t•t O C 1"" 6"". o M-3x4 ''( QED "OPE l J' y 6-00 11-08-15 -- �lN '�0 , (PROVIDE FULL BEARING:Jts:1,6,2,3,4,5 I At- " 2 p • 7 JOB NAME : 5017-B POLYGON - J941111' ''./ Scale: 0.3003 ��• WARNINGS: GENERAL NOTES, unless otherwise noted' - ,OnE ©N W'�6.. 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 Truss: J9 and Wamings before constructbn commences Wilding component.Applicability ofdesIgn parameters and proper �� 4�`' ©NI I. m 2.204 compression web bracing must be Inatalled where shown+. incorporation of component Is the responsibllay of Me building designer. ( ' 3.Additional temporary 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 Y o c.and at 10 o c.respectively unless braced throughout their length by DATE: 11/2/2015 the overall structure Is the responsibility of the buildingdesigner. 2x Imposts bridgingsheathing lateral b plywood sheathing(TC)whereshownand/or tlrywall(BC). +C'Y►'y'][ P h g 3.co Impact sheator lateral bracing required whets shown d R 1-7 t[� SK K15 0 4 93 9 4.No load should be applied to any component until after at bracing and 4.Installation of truss Is the responsibitty of the respective 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, Design loads be applied 10 any componerl. and are for"dry condition"of use. TRANS ID: LINK 5.Cumpurrushasnocontroloverandassumesnoresponaroilityforthe S.0 signeasumesNllbearingetallsuppodsshown.Shie wedge if EXPI1ES: 12/31f2015 wary. fabrication,handling,shipment and components.installationofrthby 7.Designassumes adequate dondrainage isprovided. November 3,2015 8.This design is furnished subject to the limitations set forth by 8.Plates shag be located on both faces of truss,and placed so their center TPIOWTCA in BCSI,copies of which will be tumished 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 no.For basic connector plate design values see ESR-7311,ES12-198a(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 #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT 1= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 POE Wind: 140 mph, h=20.5ft, 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, 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 DON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-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 4.00 3 —/ r1 2 7 /- MI AV A -f 1 4 M-3x4 y >L y 1-06 8-00 c1/4V) PRpFF &5200PE 1'" • JOB NAME : 5017—B POLYGON — I1 Scale: 0.6358 . II/ 4r WARNINGS: GENERAL NOTES, unless od e' ���GON I.Builder and erection contractor should be advised of all General Notes I.This design ebased onty upon the parameters shown and s for an ndNltlual Truss: I1 and Warnings before construction commences. building component.Appllcebllty of design parameters and proper • \N 2.2x4 compression web bracing must be instalId where shown s. incorporation of component is the respons b IM1y of the building designer. 3.Addkional temporary bracing to insure stability during construction 2.Design assumes ', the top and bottom chords to be laterally braced at 7O . Is the responsibility of the erector.Add tlonal permanent bracing of 2 o.c.and at f 0'o.c.rety red ssheathing(TC) braced throughout their length by DATE: 11/2/2015 the overall structure Is the responsibilitythe 2loped sheathing such l b plywood shred here s cana drywall(BC). ofbuilding designer. 3.20 Impact bridging or lateral bracing required where shown and/or d SEQ.: K15 0 4 9 4 0 4.No mad 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 m be used in a noncorrosive environment, TRANS ID: LINK design bads beapplied to any component. and are to drycontlifton'ofuse. 5.CompuTrushaenacontroloverandassumesnoresponsibilityforthe e.Design assumes full bearing at all supports shown.Shim or wedge it EXPIRES: 12/31/2015 nem—, 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 truss,and placed so their center TP WJlCA in BCSI,copies of which will be furnished upon request. lines coincide with)olnt center lines. .Digits Indicate sire of plate in inches. .MiTek USA,Inc./Com uTrus Software 7.6.7 1L-E 7O Forbasic connector plate da nc values see ESR-1317,ESR-1988(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: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 54 2-5=(-50) 66 3-5=(-249) 177 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-103) 86 WEBS: 2x9 KDDF STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. �L( 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 BAG AREA I TOTAL LOAD = 92.0 PSF 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) ILL = 25 PSF Ground Snow (Pg) 8'- 0.0" -39/ 328V 0/ OH 5.50" 0.53 KDDF ( 625) IMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL EQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. OTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP • D 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 = -0.266" @ 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" 7-08-04 0-03-12 MAX HORIZ. TL DEFL = 0.001" @ 7'- 8.2" 10 12 Design conforms to mainwindforce-resisting 9.00 D system and componentsand cladding criteria. M-1.5x3 9 -/ Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Dir), load duration factor=1.6, • Truss designed for wind loads in the plane of the truss only. N ti N I en 1 X6 O M-3x4 M-1.5x3 ), 1, b 7-08-04 0-03-12 b 1 b 1-06 8-00 P. .,....6.,,,,,,..cor.;-,,,,t..... ..t\:,a.. 1 ma4-... ;,._-:s_...6.:,.....,;..,..,._ 8920OPE JOB NAME : 5017-B POLYGON 12 Scale: 0.5233 �� �. • WARNINGS: GENERAL NOTES, unless otherwise noted: - - ---N f 1.Builder and erection contractor should bq advised of all General Notes 1.This design Is based only upon the parameters shown and s for an IndNidual Truss: I2 and Warnings before construction commences. building component Applcabley of design parameters and proper ! 2.2x4 compression web bracing must be installed where Chown+, incorporation of component a:the responsibility of the building designer. <� ^4k/ 1.!f O Q\ 3.Additional temporary bracing to Insure stllbllRy during construction 2 Design assumes the top and bottom chords to be lateralty braced al �J i). G+ s the responsibility of the erector.Additional permanent bracing of 2oc.and al l0 o.c.respectively unless braced throughout chart length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 14R-1,\ V, DATE: 11/2/2015 the overall structure la the responsibility Of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ hl •1.. SEQ.: K1504941 4.No load should be applied to any complacent until after all bracing and 4.Installation oftruss isthherespo sibilli ^thhe^eespeohceive tor. 4. sed fasteners are complete and al no time should any loads greater than Design assumes TRANS ID• LINK design loads be applied to any component. and are for"dry condition"ouse. 5.CompuTrushasnocontroloverandassumesnoresponsibilityforthe B.Dee g assumesNllbearingalellsuppladsshown.Shimorwedgeif PXPI3ES: 12/31/2015 2 ry 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 shal be located on both feces of truss,and placed so their center November 3,2015 TPINJ1CA in BCSI,copies of which will be furnished upon request. lines coincide wkh Joint center lines. 9.Digks indicate size of plate in inches. MiTek USA,Inc./CornpuTms 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" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"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=19.Bft, 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, 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. 4.00 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 3 -/ N I r 0 ti N f I O 9 M-3x4 )' l y 1-06 4-00 Q,ED PROFe - ��� , . N l :` 85200PE JOB NAME : 5017-B POLYGON - I3 ! _ Scale: 0.8111 1 - /� : : WARNINGS: GENERAL NOTES, unless otherwise noted, ' 7-]`�/� 1.Builder and erection contractor should be advised or all General Notes 1.This design is based only upon the parameters shown and is for en Individual 'OREGON Imo, •L Truss: I3 and Warnings before construction commences building component.Applicability of desgn parameters and proper •Q4.. '� TA 2.2x4 compression web bracing must be nailed where shown+. Incorporation of component Is the responsibility of the building designer. • ��• �}e' 3.Additional tem bracingto Insure stability duringtruct on 2 Design assumes the top and bottom chords to be laterally braced at temporary p cons 2 o.c.and at 10 o c respectively unless braced throughout their length by /a��¢- ihesustspnnsbdretherector.Additional permanent bracing of continuous sheathing such as plywoodueathinata)and/or drywall(BC). 'i•`'''''141:11-14.\.' }'�Y�I �, DATE: 11/2/2015 the overall structure is the responsibility or the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ,!fl 4 SEQ.: K1504942 4.No Toed should be applied to any component until alter all bracing and 4.4.Designtllationofnoesimes sthhe erespo sibe illlty itydfin the nenpectoeivantraive canrment, fasteners are complete and at no time should any Toads greater man TRANS ID: LINK design loads be applied to am component. B.Desire for"tlry full bearingse.all supports shown.Shim or wedge r PGC 12/31/2015./�jy[� y 5.CompuTrus has no control over and assumes no responsibility for the ceg assumes g a ppo lie EXPIRES: 12 3 1 f2.0 1 5. fabrication,handling,shipment and installation or components. 7.Design assumes adequate drainage is provided. November 3,2015 S.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TP WVTCA 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,Ino./CompuTrus Software 7.6.7(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 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=( 0) 76 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-67) 15 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. '1I 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" -110/ 429V -7/ 54H 5.50" 0.69 KDDF ( 625) i 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. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP IC OND. 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 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" 1-17-11 4' 4' 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=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, li Truss designed for wind loads 3 in the plane of the truss only. I X o f- f 2 4 M-3X4 l )' I )' 1-06 '.. 21-00 IPROVkDE FUQ,L BEARING;Jts:2,4,3 tEpPR- -- ��•c� GIN 3f xr 8' 2OQP'E 'i-`> JOB NAME : 5017-B POLYGON - SJ1 04�/l3/ Scale: 0.6811 -- WARNINGS: GENERAL NOTES, unless otherwise noted: ©flEl71JIV : 1.Builder and erectioncontractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual Truss: SJ1 and Warnings before construction comm aces. building component Applicability of design parameters and proper p A, �t incorporation of component Is the responslb lily of the building designer. s 2.204 compression web bracing Must be In-Flailed where shown«. n "..6 2 1 3.Additional temporary bracing to Insureata�llly during construdlon 2 Design assumes the lop and bottom chords to be laterally braced at © �� ''�, {..©'2'1'. (y�` Is the responsibility f the otdr.Adtl II rbl permanent bracing of Y o c and at 10 o.c.respedrvery unless braced throughout their length by V DATE: 11/2/2015 the overall structure i the16111 he building desl ner cool nuous sheathing such as plywood sheething(TC)and/or drywall(BC). �R.j` �, V '- continuous ty g g 3.Se Impact bridging or lateral bracing required where shown«« 1 1� SEQ.: K15 0 4 9 4 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 end at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID• LINK desgnloads beapplied to any component and are for ryconainon°areae. 5.CompuTrus has no control over and assumes no responsibility for Ne 8.DeCsp esaumes full bearing al all supports shown.Shim or wedge If 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 limeetlons set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/WTCA In BCE!,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./CompuTros Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Moak) 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 #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-9=(0) 0 BC: 2x4 KDDF #14BTR SPACED 29.0" O.C. 2-3=(-69) 30 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -62/ 322V -13/ 71H 5.50" 0.52 KDDF ( 625) 1'- 9.2" -3/ 60V 0/ OH 5.50" 0.10 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -94/ 99V 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 29 "cc spacing. 6.00 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 - 0.002" @ -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" MAX HORIZ. TL DEFL - -0.000" @ 3'- 10.9" /' Design conforms to main windforce-resisting 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, o Truss designed for wind loads 1 in the plane of the truss only. N en i O I O �� I /- 2 r 4 � O M-3x4 l 1 1 b 1-00 2-00 1-11-11 (PROVIDE FULL BEARING;Jts:2,9,3 I - Q 89200P'E JOB NAME : 5017-B POLYGON - SJ2 Scale: 0.7890 ().. ! WARNINGS: GENERAL NOTES, unless otherwise noted: ss�. 1.BuIderand erection contractor should beadvised ot 110 neral Notes I Tb design s based only upon the parameters shown and sfor an individual -'y -OREGON C(, ' Truss: S J2 end Warnings before construction commences building component.Applicabiny of design parameters and proper a I'') A,2.2x4 compressor web bracing must be installed where shown«. incorporation of component is the responsibility of the building designer. /F� � 14 . .0 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at i+ 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 DATE: 11/2/2015 the overall stncture is the responsibility f the buildingdes continuous sheathing later l b apcng red uired w ere s ownand/a drywell(BC). +$.!?-fi { �. p Aty o Boar. 3.2x Impact bridging or lateral bracing required where shown i« F7 1+. S E K15 0 4 9 4 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. 4' fasteners are complete and at no time should any mads greater man 5.Design assumes trusses are to be used in a non-corrosive environment, 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 8.Design assumes rollbearing atall suppodsshown.Shim orwedge It EXPIRES: 12/3112015 necefabrication,handling, gsery shipment and installationeello of components. 7.Design s shall b el adequate drainage faces is gross, November 3,201 5 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both laces of truss,and placed so their center TPINJICA In BC51,copies of which will be furnished upon request. lines coincide with joint centerlines. 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 E514-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 9'— 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. Design conforms to main windforce—resisting WEBS: 2x9 KDDF STAND system and components and cladding criteria. LOADING TC LATERAL SUPPORT <= 12"0C. UON. ILL( 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, BC LATERAL SUPPORT 0= 12"OC. DON. 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. M-1.5x9 or equal at non—structural vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Note:Truss deign requires continuous bearing BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP design for entire span UON. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. II, �—08-04 0-03-12 T T 1' 12 9.00 I M-1.5x3 -III"- 3x3 I I rn 1-00 4-00 c dalNESR ,1%: 89200PEt' JOB NAME : 5017—B POLYGON — Z1 ��/r�� Scale: 0.6405 — WARNINGS: GENERAL NOTES, unless otherwise noted OREGON aefa, 1.Builder and erection trot should beladvsed of all General Notes 1.This design is based only upon the parameters shown and is for an Individual OREGONA L Truss: Z1 and Warnings beforeconstruction commences. building component Applicability of design parameters and proper \1* A, 2.2x4 compressionwebb gin stJIb ailed where shown+. nssrporebonof component isthe responsbldyofthe building desBoer e' V.- J\1*14 2C3 3.Additional temporary bracing Id 2 Des gn assumes the Iop andbottom chords to belterally braced at -lity Itheet6r Atbracg of DATE: 11 2 2015 s bltlig g 3.25 Impact bridging or lateral bracing required where shown++ \ r'� 1� SEQ.: K1504949 4.No load should be applied to any time trent will after all bracing and 5.Installation Ibtion oftrq s iss the erB a olity thenospectRcontractor. ontt tor. fasteners are complete end at no time shemd any loads greater than Design assumes design loads be applmd to any component. and are for^dry condition"of use. TRANS ID: LINK 5.Design assumes full bearing at all supports shown.Shim orwedgeif EXP IF.ES _ 12/3112015 5.CompuTrus has no control over and assumes no responsibility for the necessary fabrication,handling,shipment and instalttion of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject tothe limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center November 3,2015 TPWVTCA in BCSI,copies of Which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate see of plate In inches. MiTek USA,Inc./CompuTms Software 7.6.7(1 L)-E ts.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" 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=1-120) 101 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-54) 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 = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0•' 0'- 0.0" -69/ 325V -16/ 52H 5.50" 0.52 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 9'- 0.0" -18/ 159V 0/ OH 5.50" 0.25 KDDF ( 625) ** For hanger specs. - See approved plans 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/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" 3-08-09 0-03-12 MAX TC PANEL TL DEFL = 0.013" @ 2'- 2.0" Allowed = 0.287" f f 12 MAX HORIZ. LL DEFL - 0.000" @ 3'- 8.2" 9.00 D MAX HORIZ. TL DEFL = 0.000" @ 3'- 8.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.8ft, TCDL=4.2,13CDL=6.0, ASCE 7-10, M-1.5x3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), y load duration factor=1.6, 3 -f End vertical(s) are exposed to wind, • Truss designed for wind loads in the plane of the truss only. 1111 1121111'.-- 11 *3* 5 M-3x4 M-1.5x3 1, 1 1 3-08-04 0-03-12 1-00 9-00 -o PRQF-e• S• • <t, 89200PE JOB NAME : 5017-B POLYGON - Z2 �' �'• Scale: 0.6209 . WARNINGS: GENERAL NOTES, unless otherwise noted. •_©fl�U V N .4''°_ 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 en Individual I�. • Truss: Z2 andwemmgs before construction commences building component Applicability of design parameters and proper ,e \ 2.2s4 compression web bracing must be Installed where shown*. Incerporel on of component is the responsibility of the building tlesigner. n 3.Additional temporary bracing to haute stability during construction Design assumes the top and bottom chords to be laterally braced at 14 f 6 j-' Is the responsibility of the erector.Additional permanent bracing of 2 o c and at 117 o c.respectively unless braced throughout their length by DATE: 11/2/2015 the overall structure Is Me responsibility f the building designer. continuous pacts sdgathing such l b plywood aired vrhere s own.tlrywell(BC). '-F ' k V p 1Y o g finer. 3.co Impact bridging or lateral bracing d she required where shown and/or« fl t v SEQ.: K15 0 4 9 5 0 4.No mad should be applied to any component until alter ell 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. and are for'My condition.of use. 5.CompuTrus has no control over and assumes no responsiblllly for the S Design assumes NII bearing of all supports shown.Shim or wedge If EXP IR ES:'12/3112015 necefabrication,handling, wry, fab shipment and installation of components. 7.Design assumes adequate drainage is provided. November 3,201 5 G.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 TPNNTCA in BCSI,copies ofwhich will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,Ino./CompuTrus Software 7.6.7(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 s " Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure,to Follow Could Cause Property /q I I (Drawings not to scale) p rna e or Personal Injury offsets are indicated. 1 rY r�i= Dimensions are in ft-in-sixteenths. •� Apply plates to both sides of truss 1 2 3 1. dditi nal stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS iago al orX-bracing,is always required. See BCSI. 2. Truss bracing must be designed by an engineer.For 0 A 6' 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I IlL\11011191 p bacing should be considered. MAW3. Nstackvmaterialseer exceied the oneesignqloauatelyidingtsbracedhowni nver do s s s g OUc7-8 co-7 c5-6 O�6°c: 4 .esi r er,errecti ntsupervisor,tinadedr,sproperty ownerand e. and plates 0-na� from outside For 4 x 2 orientation,locate BOTTOM CHORDS •II ottt er interested prties. y edge of truss. 8 7 6 5 5. ut embers to bear tightly against each other. 6. • ce plates on each face of truss at each - This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE int nd embed fully.Knots and wane at joint - required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO cati ns are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. II sig assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT e e vironment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20NUMBERS/LETTERS. software or upon request. 8. hles otherwise noted,moisture content of lumber .hall of exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. les expressly noted,this design is not applicable for PLATE SIZE e wth fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 1o.•am eris a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-131 1,ESR-1352,ESR 1988 :spo sibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 •m er for dead load deflection. the length parallel to slots. 11.P ate ype,size,orientation and location dimensions ndic ted are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumb r used shall be of the species and size,and Southern Pine lumber designations are as follows: it all r spects,equal to or better than that i� Indicated by symbol shown and/Or SYP represents values as published 5pecifiied. by AWC in the 2005/2012 NDS by text in the bracing section of the SF' represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use Tor I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. ihill A6 Indicates location where bearings 16.Do nct cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. M=Mr reaction section indicates joint number where bearings occur. 17.Installand load vertically unless indicated otherwise. Min size shown is for crushing only. ��fp 18.Uke o green or treated lumber may pose unacceptable envir nmental,health or performance risks.Consult with proje t engineer before use.R Industry Standards: ANSI/TPII: National Design Specification for Metal 19. vie all portions of this design(front,back,words Plate Connected Wood Truss Construction. ,and ictures)before use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Il '� 20.,Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 , t