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Plans (40) N\ST2O7 _000q M... [ 5 ) ctG is T-e-t MiTek® MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-265 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: R45125315 thru R45125324 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. 0.0 PROFS <<.: G I N6/0 444 89782PE OREGON 4- PAUL • . 12/ . August 7,2015 Reivera,Mark 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 R45125315 PL15-265_UPPER F01 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 14:27:32 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-Sq KRVHzjyCjvWU_vNlwXpzzUcgKga2?hcKgRZfygBCv 1 1-0-0 1 P-5-6 1 1 1-2-0 1 1 0-7-6 1 Scale=1:25.0 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 11 1.5x3 11 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 0 0 0 0 1 o o :. o a o /N /0„. N if-‘ o N 6 O D O O B B . 2 23 22 21 20 19 18 17 . 3x5= 3x5 = 1.5x3 II 3x5= 3x5= 3x5= 1 7-0-14 17-7-14 18-2-14 1 14-4-4 1 7-0-14 0-7-0 0-7-0 6-1-6 Plate Offsets(X,Y)— [8:0-1-8,Edge],[19:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.30 Vert(LL) -0.11 20 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.54 Vert(TL) -0.17 20 >985 360 BOLL 0.0 Rep Stress Incr NO WB 0.39 Horz(TL) 0.04 16 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:73 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 24=1249/0-2-8,16=676/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1671/0,3-4=-1671/0,4-5=-2270/0,5-6=-2270/0,6-7=-2493/0,7-8=-2493/0,8-9=-2423/0,9-10=-2423/0, 10-11=-1991/0,11-12=-1991/0,12-13=-1193/0,13-14=-1193/0 BOT CHORD 23-24=0/1222,22-23=0/2014,21-22=0/2425,20-21=0/2423,19-20=0/2423,18-19=0/2254,17-18=0/1635,16-17=0/646 WEBS 9-19=-273/0,2-24=-1712/0,2-23=0/628,4-23=-481/0,4-22=0/358,8-21=-226/359,14-16=-904/0,14-17=0/766, 12-17=-62010,12-18=0/498,10-18=-384/0,10-19=-1/464 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)24. 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. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)674 lb down at 1-1-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). � �D PRQFFss LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 �Gj 0NG1 N.—,9 %Q Uniform Loads(plf) Vert:16-24=-8,1-15=-80 �,144 89782PE -y c Concentrated Loads(Ib) Vert:2=-674(F) / � ,y OREGON it`'�. o PAUL Ft EXPIRES: 12/31/2016 August 7,2015 a.v,a, ..fir. ;lle.vi-... ; .",,, €��)-*��;fsra� a "�-�� *�M�..t,; .mss ,,. ^*: ':" tea+.�,�4,-- -ev �:,ate k,.icla,,,,,,e,*,sg,wH ,,,;,#?, 2,.,� .: WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mii-7473 rev.02/16/2015 BEFORE USE. Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown till is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the iS 1Y1 A-TQ�I- erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication.quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 nitruc HCi5hts,('A 456.10 Job Truss Truss Type Qty Ply POLYGON R45125316 PL15-265_UPPER F02 Floor 13 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 14:27:33 2015 Page 1 ID:D Fkz9p3tCrPAGZnVberKOtyJvgB-wOugjd_Lj Wrm7eZ6wTRm MBVbaEe9JTSgq_P_55ygBCu 1 0-10-12 1 1 1-2-0 1 1 0-10-8 1 1 2-6-0 1 Scale:1/2"=1' 1.5x3 II 3x4= 1.5x3 11 3x4= 1.5x3 11 3x4= 1.5x3 11 1 4x4= 2 3 4 5 6 7 8 ® e • e •.e e a o iiiiiiiiiii0 N -O e e o `I e o 1, 13 12 11 10 9 3x4= 1.5x3 II 1.5x3 11 4x6= 3x6= 3x4= 1 1-1-12 11-8-12 12-3-12 1 13-8-4 1 1-1-12 0-7-0 0-7-0 11-4-8 Plate Offsets(X.YI— [2:0-1-8.Edgel.[3:0-1-8.Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.55 Vert(LL) -0.11 11-12 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.66 Vert(TL) -0.19 10-11 >847 360 BCLL 0.0 Rep Stress Incr YES WB 0.50 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:62 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=596/0-4-4,9=596/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-819/0,3-4=-150210,4-5=-1502/0,5-6=-1871/0,6-7=-1871/0 BOT CHORD 13-14=0/819,12-13=0/819,11-12=0/819,10-11=0/1932,9-10=0/1219 WEBS 2-13=0/369,3-12=-382/0,2-14=-1170/0,7-9=-1316/0,7-10=0/704,5-11=-471/0,4-11=-345/0,3-11=0/993 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. dao PROFS Co <c„. '7 S/o2 �� 89782PE �6-- i �/ M 7 OREGON '10 0 1,9 1FY 15,\l�,Q' ir /°A U L R EXPIRES: 12/31/2016 August 7,2015 l • a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/2015 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. 11 11 Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control.storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 C,itnis Heights CA mein Job Truss Truss Type Qty Ply POLYGON R45125317 PL15-265_UPPER F03 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 14:27:34 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-OCSCwz_zUgzdln8lUAy?u02rpd4w2yP_3e9YdYygBCt 1 2-6-0 1 11 1 1-2-0 1 1 0-8-14 1 Scale=1:22.8 1.5x3 II 1.5x3 II 3x4 = 3x4= 1.5x3 II 3x4 = 1.5x3 II 1 2 3 4 5 3x4= 6 7 8 e e - o a e e 'o- e ' \ 0 N o- 0 0 o e 14 13 12 11 10 • 3x4= 3x6 =1.5x3 I I 1.5x3 II 3x6 = 3x4= I 5-10-2 16-5-2I 7-0-2 I 13-1-8 I 5-10-2 0-7-0 0-7-0 6-1-6 Plate Offsets(X.Y)— [4:0-1-8.Edgej,[5:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.08 11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.31 Vert(TL) -0.13 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.02 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (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) 14=572/Mechanical,9=572/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1740/0,3-4=-1740/0,4-5=-1761/0,5-6=-1739/0,6-7=-1739/0 BOT CHORD 13-14=0/1163,12-13=0/1761,11-12=0/1761,10-11=0/1761,9-10=0/1163 WEBS 2-14=-1256/0,2-13=0/622,4-13=-268/180,7-9=-1256/0,7-10=0/622 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ,R0 P R Open —N. $ N�c19 /02 cz- 89782P E -91- ,- " 92 oREGory ,`0 T ir 1,9 xl Ry 15,E<<, '°AUt 0 EXPIRES: 12/31/2016 August 7,2015 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE.Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building componentMN Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage.delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights CA 95610 Job Truss Truss Type Qty Ply POLYGON R45125318 PL15-265_UPPER F04 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 14:27:34 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-OCSCwz_zUgzdln8lUAy?u02red2b2xS_3e9YdYygBCt 1 2-6-0 I I 1-8-6 II 1-2-0 110-8-14 I Scale=1:25.0 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 II 1 2 3 4 53x4= 6 7 8 e e I • o • e e e a \ N o e o o e - tir ♦ I.& 13 12 11 10 3x4= 3x6= 1.5x3 II 1.5x3 II 3x6= 3x4= I 7-0-14 17-7-14 18-2-14 1 14-4-4 I 7-0-14 0-7-0 0-7-0 6-1-6 Plate Offsets(X.Y)— [4:0-1-8.Edge),[5:0-1-8.Edge] LOADING(pat) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.21 Vert(LL) -0.11 12 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.39 Vert(TL) -0.17 12 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.39 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:65 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=626/0-2-8,9=626/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2010/0,3-4=-2010/0,4-5=-2110/0,5-6=-1999/0,6-7=-1999/0 BOT CHORD 13-14=0/1294,12-13=0/2110,11-12=0/2110,10-11=0/2110,9-10=0/1295 WEBS 2-14=-1397/0,2-13=0/773,4-13=-317/104,7-9=-1398/0,7-10=0/760,5-10=-371/105 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)14. 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. "\�� PROFFS ��co ��OINEF Sio2 c� 89782PE -57r 9,L OREGON �, o "9.4 'q,?Y 1b'�k, 'AUL EXPIRES: 12/31/2016 August 7,2015 I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MY-7473 rev.02/16/2015 BEFORE USE.Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component1111 Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the M iTe k erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage.delivery.erection and bracing,consult ANSI/TPI1 Quality Criteria,058-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 C.itnie Hpights CA 95610 Job Truss Truss Type Qty Ply POLYGON R45125319 PL15-265_UPPER F05 Floor 4 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc. Fri Aug 07 14:27:35 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-sP0a7J?bF75UNxiU2uTERcbOn1 PJnRM711u59_ygBCs I 2-0-10 I I 1-2-0 I I 0-8-14 I I 2-6-0 Scale=1:18.0 • 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 I I 1 2 3 3x4= 4 5 6 0 0 - al e e o e o N I \ o e e e 1' 10 9 8 1.5x3 II 1.5x3 II 3x6 = 3x4= 3x4= 2-3-10 1 2-1010 13-5-10 I 9-7-0 I 2-3-10 0-7-0 0-7-0 6-1-6 Plate Offsets(X.Y)— [2:0-1-8.Edge].[3:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.05 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.36 Vert(TL) -0.08 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:44 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) 11=416/0-2-12,7=416/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-767/0,3-4=-989/0,4-5=-989/0 BOT CHORD 10-11=0/767,9-10=0/767,8-9=0/767,7-8=0/782 WEBS 2-11=-851/0,5-7=-844/0,3-8=0/406 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)11. 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. ess c? 'NGINE ,9 /041• 2 cc 89782PE �1' 7.")it s-7,L •REGON o� -v,9&gfyAb,J�Q' PAUL R EXPIRES: 12131/2016 August 7,2015 I if a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 6411-7473 rev.02/16/2015 BEFORE USE. mil.. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/1PI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 citrins HPi0htc CA 9Ci81f1 Job Truss Truss Type Qty Ply POLYGON R45125320 PL15-265_UPPER F06 Floor 11 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 14:27:36 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-KbZyLeODOREL_5Hgcb?Tzp75ORe4WpBHXyefiQygBCr I 2-6-0 1 2-1-12 I I 1-2-0 I I 0-9-8 1 2-3-0 I 1 1-2-0 1 1 1-4-0 1 1-6-0 1 Scale=1:27.8 1.5x3 II 3x5= 1.5x3 II 1.5x3 II 3x4= 1.5x3 I I 3x4 = 1.5x3 I I 3x6= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 O • O O O O O O • • / No e e o- o e ., e e e 1 Au. 16 15 14 13 12 11 3x4= 3x4 = 3x4= 3x6= 1.5x3 II 3x5= 3x4= 12-10-12 I 4-10-12 15-512 6-0-12 1 11-8-12 12-3-121 1 15-11-12 1 4-10-12 0-7-0 0-7-0 5-8-0 0-7-0 0-7-0 3-1-0 Plate Offsets(X,Y)— [7:0-1-8.Edge].[12:0-1-8.Edge].[15:0-1-8.Edael.116:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.64 Vert(LL) -0.23 13-14 >812 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.78 Vert(TL) -0.36 14-15 >522 360 BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(TL) 0.04 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:72 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) 17=697/0-4-4,11=697/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2351/0,3-4=-2351/0,4-5=-2351/0,5-6=-2679/0,6-7=-2679/0,7-8=-1863/0,8-9=-1863/0 BOT CHORD 16-17=0/1468,15-16=0/2351,14-15=0/2590,13-14=0/1863,12-13=0/1863,11-12=0/965 WEBS 3-16=-304/0,4-15=0/264,8-12=-448/0,2-17=-1585/0,2-16=0/983,7-14=0/950,6-14=-281/0,5-15=-490/0, 9-11=-1159/0,9-12=0/1121 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strong backs to be attached to walls at their outer ends or restrained by other means. -��Ep PR6FesS 74GNE \ 7 89782PE r 'i NE � ,L •REGON o< S79 q y ,fi 'J�Q` ir PAUL \ EXPIRES: 12/31/2016 August 7,2015 • 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. �... Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. 1/11 Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control.storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DS8-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 citrus Heights CA 4%in Job Truss Truss Type Qty 'Ply POLYGON R45125321 PL15-265_UPPER F07 Floor 11 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 14:27:36 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-KbZyLeODOREL_5Hgcb?Tzp7BaRIZWujHXyefiQygBCr 1-9-14 I I 1-2-0 11 0-8-14 I E 2-6-0 Scale=1:17.6 1.5x3 II 3x4 = 1.5x3 I I 3x4= 1.5x3 II 1 2 3 3x4= 4 5 6 e e - e • o e e e 0 N e e e e . :" 11 10 9 8 44 1.5x3 II 1.5x3 II 3x6= 3x4= 3x4 = I 2-0-14 12-7-14 I 3-2-14 I 9-4-4 I 2-0-14 0-7-0 0-7-0 6-1-6 Plate Offsets(X.Y1— [2:0-1-8,Edge],[3:0-1-8.Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.24 Vert(LL) -0.04 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.36 Vert(TL) -0.08 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:43 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) 11=406/Mechanical,7=406/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-702/0,3-4=-940/0,4-5=-940/0 BOT CHORD 10-11=0/702,9-10=0/702,8-9=0/702,7-8=0/757 WEBS 2-11=-796/0,5-7=-817/0,3-8=0/420 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. �tic' .0 PR5Fes �G , ANO{NEF'7 s/02 ct- 89782PE NM -v4,0 O OREGON '��, 1,9 l pY - ',C, AUL 9 EXPIRES: 12/31/2016 August 7,2015 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. ar . Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek- erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/fPll Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312.Alexandria,VA 22314. Suite 109 r.itr,uc Heights CIA 45610 Job Truss Truss Type Qty Ply POLYGON R45125322 PL15-265 UPPER F08 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc. Fri Aug 07 14:27:37 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-on7KY 1mIMCcFst9JWW1gL6r9OFOJQIcNCEsygBCq I 2-5-0 I 1 3x4= 2 1.5x3 I I Scale=1:8.7 .' N 9 It 1 1 II MIA ill MU _ fr.1 q2 4 pl 3 1.5x3 II 3x4= I 2-8-0 I 2-8-0 LOADING(ps° 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) 0.00 4 **** 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.03 Vert(TL) -0.01 3-4 >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: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 2-8-0 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=112/0-4-4,3=112/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. o PROF-A, ��c, �NG'I NE,cR wog Q� $•782PE �< / ,rif)e• • . C., �`' ,�OREGON ,. PAUL ns EXPIRES: 12/31/2016 August 7,2015 I it ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE.Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component1111 Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 C`itnre Hoi5htc CA 95610 Job Truss Truss Type Qty Ply POLYGON R45125323 PL15-265_UPPER F09 Floor 4 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 14:27:38 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-H_hjmK1TY2U3EPR3j01x3EDPHFK3JYZ G7lmJygBCp I 2-6-0 1 2-1-12 -- 1 1 1-2-0 1 1 0-9-8 1 2-3-0 I I 23-0 I I 1-2-0 12I Scale=1:28.2 4x4= 1.5x3 I I 3x5= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 1 2 3 4 5 6 7 8 9 10 a ' _.9...i---- 0 0 _ ci- -ci . : / _ N DD e o- O 9 D e e 416. 1. . 16 15 14 13 12 3x4 = 3x4= 3x4= 3x6= 1.5x3 II 4x4= 3x4 = 12-10-12 1 4-10-12 15-5-12 p-0-12 1 11-8-12 12-3-121 I 16-2-8 4-10-12 0-7-0 0-7-0 5-8-0 0-7-0 0-7-0 3-3-12 Plate Offsets(X.Y1— [7:0-1-8.Edge],[12:0-1-8.Edge].[15:0-1-8.Edge].[16:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in floc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.74 Vert(LL) -0.24 14-15 >797 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.74 Vert(TL) -0.38 14-15 >510 360 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(TL) 0.04 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:73 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) 17=707/0-4-4,11=707/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2402/0,3-4=-2402/0,4-5=-2402/0,5-6=2764/0,6-7=-2764/0,7-8=-1993/0,8-9=-1993/0 BOT CHORD 16-17=0/1493,15-16=0/2402,14-15=0/2656,13-14=0/1993,12-13=0/1993,11-12=0/1545 WEBS 3-16=-314/0,4-15=0/278,8-12=-636/0,2-17=-1612/0,2-16=0/1011,7-14=0/903,6-14=-276/0,5-15=512/0, 9-11=-1668/0,9-12=0/975 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)11. 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. cD P R ��- Fes 1- 44. GInFsi R0 *-9 782PE i MN • 7 OREGON 10:i q2 Q` AUL EXPIRES: 12/31/2016 August 7,2015 • 11 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 ('item Heights CA 6FAI(1 Job Truss Truss Type Qty Ply POLYGON R45125324 PL15-265_UPPER F10 Floor 7 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 14:27:38 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-H_hjmK1 TY2U3EPR3j01 x3EDXVFVF_gVVZ_G71mJygBCp 0-6-4 I I 2-4-12 1 3x4 = 2 3x6= 3 1.5x3 I I Scale=1:8.7 , O , N X � s e - • 1.5x3 I I 4114. 6 5 4 3x6= 3x4= 0-7-129-41 3-5-0 0-7-12 a-1-8 2-7-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.21 Vert(LL) 0.00 5 >999 480 MT2O 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.03 Vert(TL) -0.00 4-5 >999 360 BOLL 0.0 Rep Stress Incr NO WB 0.07 Horz(TL) -0.00 4 n/a n/a BCDL 5.0 Code IBC20121TP12007 (Matrix) Weight:19 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-5-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 5=414/0-5-8,4=56/Mechanical Max Uplift4=-27(LC 3) Max Grav5=414(LC 1),4=98(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 2-5=-264/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)180 lb down at 0-0-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) E� P R OF Vert:4-6=-8,1-3=-80 f� es's Concentrated Loads(Ib) cp NOIN�F�4 /0 Vert:1=-180(F) ,_4'44 89782PE• (--570.41\ • OREGON ' OREGON `' `9,Q�.qRY -AUL • EXPIRES: 12/31/2016 August 7,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.02/16/2015 BEFORE USE. -- Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek i'i erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 'V) fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria.VA 22314. Suite 109 Citrus Heights CA 95F10 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/" Center plate on joint unless x,y _ 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property a offsets are indicated. (Drawings not to scale) Damage or Personal Injury �� Dimensions are in ft-in-sixteenths. NEAL 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 BCSI. TOP CHORDS 01 „ 2. Truss bracing must be designed by an engineer.For '/16 4 wide truss spacing,individual lateral braces themselves o WEBS may require bracing,or alternative Tor I MIEM ., 11 p bracing should be considered. ii1M O O 3. Never exceed the design loading shown and never _ IrU = stack materials on inadequately braced trusses. � U 4. Provide copies of this truss design to the building C7-8 C6-7 C5-6 For 4 x 2 orientation,locate designer,erection supervisor,property owner and plates 0-'/' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from *Plate location details available in MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. software or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that (Indicated by symbol shown and/or specified. by text in the bracing section of the 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. •••••.., 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint ! number where bearings occur. 17.Install and load vertically unless indicated otherwise. r Min size shown is for crushing only. MI! 18.Use ofgreen or treated lumber may® pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and picturesl before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, e R. 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, hilANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.02/16/2015 M r 17 —cjOC fl _ NM MI 1 5&a 6 w 6,- t3e4 k l MiTek® MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 7-D NH GABLE AT GARAGE 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: K1345903 thru K 1345942 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. PR 89Th2.PE 7-- -(<0 ` OREGON ' ' , -9,9,k. AIRY #5 Qom. ° � $1s1�(]1R August 10,2015 Rivera,Mark 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 24-08-0B MONO HIP SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=7 0) 80 2- 8=(-730) 1837 3- 8=7 -170) 250 2x6 KDDF #1&BTR T2 2- 3=(-2843) 871 8- 9=(-858) 2138 B- 4=7 -65) 768 BC: 2x6 KDDF #1&BTR LOADING 3- 4=(-2678) 900 9-10=(-642) 1513 B- 5=7 -474) 371 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5-(-1856) 693 5- 9=) -657) 465 2x4 KDDF STUD A TC UNIF LL( 50.0)+DL( 14.0)- 64.0 PLF 0'- 0.0" TO 8'- 0.0" V 5- 6=(-1911) 736 9- 6=) -161) 1156 TC UNIF LL( 125.0)+DL( 35.0)= 160.0 PLF 8'- 0.0" TO 24'- 8.5" V 6- 7=) -126) 150 6-10=(-2571) 1014 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 0'- 0.0" TO 24'- 8.5" V 10- 7=7 -394) 273 BC LATERAL SUPPORT <= 12"OC. UON. TC CONC LL( 466.7)+DL( 130.7)- 597.3 LBS @ B'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 24"0C UON. FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -647/ 2486V -175/ 306H 5.50" 3.98 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 24'- 6.5" -984/ 2651V 0/ OH 5.50" 4.24 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. I- 'C:OND. 2: C'+ia,a.1'1.1...1.l.i.WE.a-.M.� .`/..-_y l:Ii::.,ra.aaaik a.:.rrh:-1vg. OVERHANGS: 12.0" 0.0" VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 ** For hanger specs. - See approved plans MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.059" @ 13'- 3.8" Allowed = 1.190" MAX TL CREEP DEFL = -0.118" @ 13'- 3.8" Allowed = 1.586" MAX HORIZ. LL DEFL = -0.023" @ 24'- 5.0" MAX HORIZ. TL DEFL = 0.035" @ 24'- 5.0" 7-11-11 16-08-13 Design conforms to main windforce-resisting 1 I I system and components and cladding criteria. 3-11-08 4-00-03 5-04-02 5-06-09 5-10-01 T ' 4597.30# 1' T if Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4x6 load duration factor=1.6, 12.00 V7 7.M-6x6 -M-6x6 M-3x6 Truss designed for wind loads 5 6 in the plane of the truss only. NI,,>1.5x3/ V ,,,,+ + � IA O co M - O B 9 *.10 f 025" M-3x6 M-3x8 ' oM-4x6 M-7x8(5) y 7-07-08 y 8-05-10 y 8-07-06 A p-R`Q� 0 ; 1-00 24-08-08 y H - .. t-GSM ` '' / 9782 P.E :1 JOB NAME : 7-D POLYGON 7-D NH - Al ___�� Scale: 0.2535 / WARNINGS: GENERAL NOTES, unless otherwise noted: - -•013E0.0 - •�'�- t. 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 0 R EG V 1 V �" Truss: Al and Warnings before construction commences. building component.Applicability of design parameters and proper E n. 2.2x4 compression web bracing must be installed where shown*. incorporation of component is the responsibility of the building designer. ,/ Ry. { -V 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at +i3'. - ,�is the responsibility of the erector.Additional permanent bracing of 7 continuous and at f 0'o.c.such a plywood unless braced throughout Their length by - .. sheathing such as sheathing(TC)and/or drywall(BC). - -- DATE: 8/10/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown*o /1-t,! SEQ.: K13 4 5 9 0 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 bads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, TRANS I D• LINK design bads be applied to any component. and are for"dry condition"of use. 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing at alt supports shown.Shim or wedge if necessary. E r RS. 12/31/2016 L 31/2016 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. C 6.This design is furnished subject to the limitations set forth by 8.Plates shell be located on both faces of truss,and placed so their center August 1 d r 2.Q rJ TPIMRCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate to Inches. MiTek USA,IncJCompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values sea ESR-1311,ESR-1 988(MRek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 24'- 8.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1SBTR; LOAD DURATION INCREASE = 1.15 1- 2=(-1218) 370 1- 8=(-565) 881 2- 8=( -205) 200 2x6 KDDF #1&BTR T2 SPACED 24.0" O.C. 2- 3=(-1086) 404 B- 9=(-423) 891 8- 3=( -105) 453 BC: 2x6 KDDF #1&BTR 3- 4=( 0) 0 9-10=(-300) 639 8- 5=( -289) 90 WEBS: 2x4 KDDF STAND; LOADING 3- 5=( -736) 331 5- 9=( -228) 238 2x4 KDDF STUD A LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -789) 324 9- 6=( -118) 556 DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -127) 149 6-10=(-1049) 376 TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 10- 7=( -157) 90 BC LATERAL SUPPORT <= 12"OC. UON. LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 24"0C UON. FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -184/ 1045V -165/ 291H 5.50" 1.67 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 24'- 8.5" -179/ 1078V 0/ OH 5.50" 1.72 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. CII g specs. OND. 2, Design rheoked for net(-5 psfl uplift at 24 "cc spacing. ++ For hanger - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.026" @ 13'- 3.8" Allowed = 1.190" MAX TL CREEP DEFL = -0.049" @ 13'- 3.8" Allowed = 1.586" MAX HORIZ. LL DEFL = -0.011" @ 24'- 5.0" MAX HORIZ. TL DEFL = 0.016" @ 24'- 5.0" 9-11-11 14-08-13 '( f Design conforms to main windforce-resisting 3-11-08 3-09-12 2-02-07 3-04-02 ♦ 5-06-09 / 5-10-01 system and components and cladding criteria. Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12.00 load duration factor=1.6, End verticals) are exposed to wind, Truss designed for wind loads M-4x6 in the plane of the truss only. M-3x4 M-3x4 M-1.5x3 a I o M-1.5x3 1 rr Vl\\111 0 I � 0 0 I 0 1 co M ,-, , 0 1++ 8 9 ++10 o M-3x4 M-3x8 0.25" M-3x4 M-7x8(S( P R 7-07-08 8-05-10 8-07-06 .,z-, y 24-08-08 y LS:) 9782PE Z____17:/\JOB NAME . 7-D POLYGON 7-D NH A2- -- Scale: 0.2363 tOq WARNINGS: GENERAL NOTES, unless otherwise noted. - O'`EGON 9j O� Q' 1.Builder and erection contractor should be advised of all General Notes I.This design is based only upon the parameters shown and is for an individual Truss: A2 and Warnings before construction commences. building component.Applicability of design parameters and proper 19- dq/. y A b 2.7,4 compression web bracing must be installed where shown a. Incorporation of component is the responsibility of the building designer. S.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced al 3 Q, Is the responsibility of the erector.Additional permanent bracing o} 7 o.c.and al 1f7 o.c.respectively unless traced throughout their length by �A U L \ continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 8/10/2015 the overall structure is the responsibility of the building designer. 3.2x Impact btidgbg or lateral bracing required where shown r a SEQ. : K1345904 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 end at no time should any bads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, EXPIRES: V C {!7 1�ji/t7 f'��1 TRANS I D: LINK design loads be applied to any component. and are for"dry condtaon"of use. E P R C�. 1 GI J 1/20 1 5.CompuTms has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shove.Shim or wedge If ne6e6sary. August 10,2015 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This desgn is furnished subject to the limitations set forth by 8.Plates shall be located on both feces of truss,and placed so Chair center TPIIW1CA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Anes. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software+7.6.6-SP1(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 24'- 8.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-1224) 488 1- 7=(-289) 938 7- 2=( 0) 277 5-10=(0) 279 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=( -871) 603 7- 8=(-289) 936 2- B=(-476) 334 WEBS: 2x4 KDDF STAND 3- 4=) -589) 509 8- 9=) -57) 600 8- 3=(-340) 392 LOADING 4- 5=( -874) 604 9-10=(-216) 789 8- 4=(-189) 177 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1224) 489 10- 6=(-215) 791 4- 9=(-197) 401 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 9- 5=(-480) 337 TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED 0'- 0.0" -162/ 1038V -302/ 302H 5.50" 1.66 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 24'- 8.5" -162/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. For hanger specs. - See approved plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 11-11-11 0-09-02 11-11-11 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 f . : f MAX LL DEFL = 0.032" @ 13'- 1.8" Allowed = 1.190" 6-02-08 5-09-03 0-10-09 5-07-12 6-02-08 MAX TL CREEP DEFL = -0.055" @ 13'- 1.8" Allowed = 1.586" 1' f i 1' 1' 1' MAX HORIZ. LL DEFL = 0.017" @ 24'- 3.0" 12 12 MAX HORIZ. TL DEFL = 0.026" @ 24'- 3.0" M-4x6 M-5x6 12.00 7 3 N 12.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=25.2ft, 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. A M-3x4 �� ',I O 1.. 7 8 9 10 •'6 0 I M-3x4 M-1.5x3 0.25" M-1.5x3 M-3x4 to M-5x8(S) M-3x4 tip J., 6=00-12 y 5-07-12 1-05=04 5=06 y 6=00-12 y Vr`l� t 24-08-08 47' :9782PE JOB NAME : 7-D POLYGON 7-D NH - A3 Scale: 0.2326 / �' ____ WA 1.Builder .GENERALThis NOTES, unless onhhevise e: "7 OREGON "? 1.Builder and erection contractor should be advised of all General Notes 1.This design Is basad only upon the parameters shown and Is for an individual O� Truss: A3 and Warnings before construction commences. building component.Applicability of design parameters and proper n 2.2x4 compression web bracing must be installed where shown*, incorporation of component is the responsibility of the building designer. S,/�I ` V 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ,,9- .-1 R y- A:, is the responsibility of the erector.Additional permanent bracing of 2'o.c,and at ea o.c,respectively unless braced throughout their length by `� - continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ir P J�+•i L R DATE: 8/10/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown** I`ti L J SEQ.: K134 5 9 0 5 4.No load should be applied to any component until alter all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS I D• LINK design loads be applied to any component. and are for"dry condition'of use. ��// p �s 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes lull bearing at a9 supports shown.Shim or wedge it EXPIRES: 12/31/2016 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 6.This design Is furnished subject to the limitations set forth by B.Plates shag be located on both faces of truss,and pieced so their center August 1 0,201 5 TPW✓TCA In SCSI,copies of which will be fumished upon request. lines coincide with Joint center lines. 9.Diggs indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 LIE 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 24'- 8.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=)-1185) 414 1- 9=(-347) 821 2- 9=(-273) 253 7-14=(-1323) 435 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=( -981) 465 9-10=( -5) 16 9- 3=( -68) 342 14- 8=( -114) 68 WEBS: 2x4 KDDF STAND 3- 4=( 0) 0 10-12=( 0) 0 9-11=(-179) 642 LOADING 3- 6=) -633) 404 11-13=(-350) 957 3-11=(-101) 112 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 13-14=(-.346) 963 6-11=( -13) 316 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1029) 415 10-11=( 0) 52 TOTAL LOAD = 42.0 PSF 7- 8=( -48) 56 11- 7=(-380) 185 7-13=( 0) 257 NOTE: 2x4 BRACING AT 24"0C UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -228/ 1045V -234/ 282H 5.50" 1.67 KDDF ( 625) ** For hanger specs. - See approved plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 24'- 8.5" -220/ 1031V 0/ OH 5.50" 1.65 KDDF ( 625) 0-09-02 rt�e,,--T�/ 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 11-11-11 0-U9-02 8-06-11 3-05 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 T 1 f f T MAX LL DEFL = 0.038" 0 14'- 8.5" Allowed = 1.190" 5-00-12 4-09-08 2-01-07 2-01-07 6-08-12 3-01-08 MAX TL CREEP DEFL = -0.058" 9 14'- 8.5" Allowed = 1.586" MAX HORIZ. LL DEFL = -0.016" 8 24'- 5.0" MAX HORIZ. TL DEFL = 0.025" 8 24'- 5.0" 10-00 T . Design conforms to main windforce-resisting 12 4 5 12 system and components and cladding criteria. 12.00 7 M-5x6 N 12.00 Wind: 140 mph, h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), '7. IIISI 111111111 11111111° -,,, load duration factor=1.6, 3 Truss designed for wind loads �0 1 in the plane of the truss only. M-1.5x3 2 M-5x10 M-1.5x3 e t N 0 1 m o 1 _, �,�, '1 I 13 **14 M-1.5x3 0 1** 9 10 12 0 fo M-3x4 M-3x8 M-1.5x3 01 M-3x4 M-5x8 9-08-08 5-03-08 1-01-08 5-03-12 3-03-04 y 1 1 y 15-01-12 y J• 9-06-12 y ��p PR O/e . J. 16-01-08 0-11-12 8-07 y C`?�Cj'C'y.4 INe (lQ 24-08-08 ' :9 782 PE JOB NAME : 7-D POLYGON 7-D NH - A3V �/ Scale: 0.1910 V //, - WARNINGS: GENERAL NOTES, unless otherwise noted: tO - - 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 A t' OREGON '� Truss: A3V and Warnings before construction commences. buiding component.Applicability of design parameters and proper Gsj (IF) �' 2.2x4 compression web bracing must be instaled where shown+, incorporation of component s the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at y , -4.. is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at let o.c.respectivelyunless braced throughout their length by ' V continuous sheathing such as plywood sheathing(TC)andlor drywall(BC). PAUL { 'y �► DATE: 8/10/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ I`7 v i� SEQ.: K 13 4 5 9 0 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 I D• LINK design loads be applied to any component. and are for'dry condition"of use. has no control over and assumes no re 6.Design assumes full bearing at al supports shown.Shim or wedge if 5.CompuTrusEXPIRES: 12/3'1/2016 responsibility for the necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. //�� L 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 August 10,201 rJ TPUWICA in BCSI,copies of which wit be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MiTek LISA,Inc.iCompuTrus 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 24'- 8.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-1185) 327 1- 7=(-307) 816 2- 7=(-281) 264 9- 5-) -379) 196 BC: 2x4 KDDF#1&BTR SPACED 24.0" O.C. 2- 3=( -981) 378 7- 8=( -3) 16 7- 3=( -83) 343 5-11=( 0) 257 WEBS: 2x4 KDDF STAND 3- 4=( -633) 341 8-10=( 0) 0 7- 9=(-124) 637 5-12-(-1323) 341 LOADING 4- 5=(-1029) 321 9-11=(-282) 957 3- 9=( -88) 98 12- 6=( -114) 68 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -48) 56 11-12=(-278) 963 4- 9=( -25) 316 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 8- 9=( 0) 52 TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED 0'- 0.0" -151/ 1045V -233/ 2B1H 5.50" 1.67 KDDF ) 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 24'- 8.5" -144/ 1031V 0/ OH 5.50" 1.65 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. ** For hanger specs. - See approved plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. )COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 9-11-11 4-09-02 6-06-11 3-05 VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 T f f f f MAX LL DEFL = -0.031" @ 14'- 8.5" Allowed = 1.190" 5-00-12 4-10-15 4-09-02 6-10-03 3-01-08 MAX TL CREEP DEFL = -0.058" @ 14'- 8.5" Allowed = 1.586" 1' f f f 1 ' MAX HORIZ. LL DEFL = 0.015" @ 24'- 5.0" 12 12 MAX HORIZ. TL DEFL = 0.025" @ 24'- 5.0" M-5x6 M-4x6 12.00 V 3 N 12.00 Design conforms to main windforce-resisting a system and components and cladding criteria. Oce 4� Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 2 M-5x10 M-1.5x3 6 4111111 ,-I I N O I I `-� A.9 r 11 mommmOMMIIMIIIIMM=======MWMMIMIMMII -, o ''t 12 'f' o M-1.5x3 M-3x4 0 1.* 7 8 10 I o M-3x4 M-3x8 M-1.5x3 0 M-5x8 vi y y vi 9-08-08 5-03-08 1-01-08 5-03-12 3-03-04 ), y y 15-01-12 9-06-12 J, i' J• y 9ZPR pc 16-01-08 0-11-12 8-07 \i .6 iy �� t • 7.90 24-08-08 89782PE T- JOB NAME : 7-D POLYGON 7-D NH - A4 `�� Scale: 0.2398 ../' -_- WARNINGS: GENERAL NOTES, unless otherwise noted: QREG©lu 1.Builder and erection contractor should be advised of all General Notes 1.This design is basad only upon the parameters shown and Is for an Individual A Truss: A4 and Warnings before construction commences. buiding component.Applicability of design parameters and proper =G e i// ^Q 1r 2.2x4 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of Me building designer. (,• /�i `f �j •(, 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom dards to be!Merely braced at ,[`S '•1 R T •AT is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 1a o.c.respectively unless braced throughout their length by ]'/ 1`� continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). AJC 1 DATE: 8/10/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ J"� / SEQ.: K147 4.No bad 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 then 5.Design assumes trusses are to be used Inc noncorrosive environment, T RAN S I D• LINK design loads be applied to any component. and are for'dry ondition'of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at al supports shown.Shim or wedge if necessary. E A P IRES: 12/31/20 fabrication,handing,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 shat be located on both laces of teres,and placed so their center August 1 0,201 rJ TPUWTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center Ines. 9.Digits Indicate size of plate in Inches. MTek USA,Ina./CompuTrus Software 7.6.6(1 L)E 10.For basic connector plate design values see ESR-1311,ESR-1986(MTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 16-06-08 HIP SETBACK 3-05-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2r.4 KDDF #1&BTR; 16-06-08 GIRDER SUPPORTING 24-08-08 FROM 9-00-00 TO 16-00-00 1- 2=( 0) 80 2-10=( -742) 2862 10- 3=( -670) 2594 2x6 KDDF #1&BTR T2 LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-4114) 1126 10-11=(-1324) 5000 10- 4-(-3296) 936 BC: 2x12 KDDF #1&BTR 3- 4=(-2862) 818 11-12=(-1768) 6792 4-11=( -510) 2268 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-5240) 1480 12-13=(-1768) 6792 11- 5=(-2312) 608 LL - 25 PSF Ground Snow (Pg) 5- 6=(-6112) 1682 13-14=(-1512) 5880 12- 5=( -484) 2284 TC LATERAL SUPPORT 0= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 3'- 5.0" V 6- 7=(-3874) 1054 14- 8=( -948) 3874 5-13=(-1238) 304 BC LATERAL SUPPORT 72"0C. UON. TC UNIF LL( 67.7)+DL( 19.0)= 86.7 PLF 3'- 5.0" TO 13'- 1.5" V 7- 8=(-5544) 1460 13- 6=( -486) 2168 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 13'- 1.5" TO 16'- 6.5" V 8- 9=( 0) 80 6-14=(-3096) 888 BC UNIF LL( 0.0)+DL( 27.1)= 27.1 PLF 0'- 0.0" TO 16'- 6.5" V 14- 7=( -900) 3576 NOTE: 2x4 BRACING AT 24"OC UON. FOR BC UNIF LL( 283.9)+DL( 193.0)= 476.9 PLF 9'- 0.0" TO 16'- 0.0" V ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC CONC LL( 68.8)+DL( 19.3)= 88.1 LBS @ 3'- 5.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TC CONC LL( 68.8)+DL( 19.3)= 68.1 LBS @ 13'- 1.5" 0'- 0.0" -889/ 3254V -92/ 92H 5.50" 5.21 KDDF ( 625) OVERHANGS: 12.0" 12.0" ADDL: BC CONC LL+DL= 2757.0 LBS @ 8'- 0.0" 16'- 6.5" -1291/ 4972V 0/ OH 5.50" 7.96 KDDF ( 625) ( 2 ) complete trusses required. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Ir•nn1n. �• nervi �, g^ checked r or 4-s ) p1'rr r �d " Fi-g Join together 2 ply with 3"x.131 DIA GUN REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. nails staggered at: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 1 row(s) throughout 2x4 top chords,XX BOTTOM CHORD CHECKED FOR 1DPSF LIVE LOAD. TOP MAX LL DEFL - -0.001" @ -1'- 0.0" Allowed = 0.100" 9" oc in 2 row(s) throughout 2x6 top chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" 9^ oc in 3 row(s) throughout 2x12 bottom chords, MAX LL DEFL = 0.043" @ 8'- 3.2" Allowed = 0.781" 9^ oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -0.115" @ 8'- 3.2" Allowed = 1.042" MAX LL DEFL = -0.001" @ 17'- 6.5" Allowed - 0.100" *00 HANGER TO APPLY CONC. MAX TL CREEP DEFL = -0.001" @ 17'- 6.5" Allowed = 0.133" LOAD(S) EQUALLY TO ALL MEMBERS. MAX HORIZ. LL DEFL - -0.008" @ 16'- 1.0" MAX HORIZ. TL DEFL = 0.016" @ 16'- 1.0" Design conforms to main windforce-resisting system and components and cladding criteria. 3-04-11 9-09-02 3-04-11 ♦ f 'I '1' Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3-04-11 2-01-07 2-09-02 2-09-02 2-01-07 3-04-11 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ff load duration factor=1.6, +88.10# '' '' 468.10# Truss designed for wind loads 12 12 in the plane of the truss only. M-4x8+ M-4x8 12.00 P7 N M-3x5 M-3x8 M-3x5 1012.00 11\\\\N\N_ M-5x16- M-5x16 .1-El , oL _ _ T • o t ,Il i 10 11 12 13 19 �•c I CJ, M-12x14+ M-12x20+ M-12x14+ M-12x20+ M-12x14+ o y y J, ..# *2)757# ). )' k V PROF- , y 3-02-04 2-07-06 2-05-10 2-05-10 2-07-06 3-02-04 y y ��.`' �G�N , , 1-00 16-06-08 06-08 1-00 _ 89782 PE c 7---:'--(l:'', EEI____ JOB NAME : 7-D POLYGON 7-D NH - Bl Scale: 0.3432 -yam OREGON WARNINGS: GENERAL NOTES, unless oMerwise noted: , . O 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 . rj Q•. Truss: B1 and Warnings before construction commences. budding component.Applicability of design parameters and proper -77,,,, V� tr R .A S 1: �'j`� 2.2x4 compression web bracing must be Installed where shown+, incorporation of component Is the responsibility of the building designer. _r ` `(�+ 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 7 o.c,and at 10'o.c.respectively unless braced throughout their length byir continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 8/10/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ. : K 13 4 5 9 0 8 4.No load should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, �v/ p G� TRANS I D• LINK design loads be applied to any component. and are for"dry condition"of use. E A P I Ft E S: 12/31/2016 6.Design ass 5.CompuTrus has no control over and assumes no responsibility for the assumes full bearing at all supports shown.Shim or wedge if necessary. August 10,2015 fabrication,handling,shipment and Instadalion of components. 7.Design assumes adequate r9 q drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shad be located on both faces of truss,and placed so their center TPI/WTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988 Weal This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 5.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 78 2-5=(-82) 123 3-5=(-268) 113 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=( -90) 83 5-6=( 0) 0 WEBS: 2x4 KDDF STAND 3-4=(-134) 32 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 1'- 0.0" -124/ 497V -44/ 77H 5.50" 0.74 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 10.9" -136/ 19V 0/ OH 1.50" 0.03 KDDF ( 625) 3'- 5.0" -52/ 35V 0/ OH 5.50" 0.06 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 'GOND. 2: Design checked for netJ AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 1-11-11 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.016" @ 0'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.021" @ 0'- 0.0" Allowed = 0.133" 12 MAX TC PANEL LL DEFL = 0.009" @ 1'- 8.2" Allowed = 0.048" MAX TC PANEL TL DEFL = 0.012" @ 1'- 8.6" Allowed = 0.072" 12.00 V MAX BC PANEL LL DEFL = 0.005" @ 2'- 0.5" Allowed = 0.075" MAX BC PANEL TL DEFL = 0.006" @ 2'- 0.5" Allowed = 0.100" MAX HORIZ. LL DEFL = -0.035" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.042" @ 1'- 10.9" M-1.5x3 p' 3 Design conforms to main windforce-resisting a III system and components and cladding criteria. I , Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I N load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. m2 _A i o �n 0 _, t 5►�� P . M-3x4 M-1 5x3 1 y y 2-05 k y * 1-00 3-05 'PROVIDE FULL BEARING;Jts:5,4,6 1 •' �� ("f p Opk. 4Z. 89782 PE c•-" JOB NAME : 7-D POLYGON 7-D NH - BJl Scale: 0.6225 /...12. WARNINGS: GENERAL NOTES, unless otherwise noted: 4..f.- OREGON , 1Builder 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: BJ1 and . building component.Applicability of design parameters and proper nQ ��' 2.2r4 compression web bracing must be installed where shown s. incorporation of component Is the responsibility of the building designer. 9,9.. -1 R y 15,. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally bread at 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 continuous sheathing such as plywood shaething(TC)and/or drywall(BC). P U L + `. DATE: 8/10/2015 the overall structure is the responsibilly of the building designer. 3.2x Impact bridging or lateral bracing required where shown s o I SEQ.: K 13 4 5 9 0 9 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used inc noncorrosive environment, TRANS I D• LINK design loads be applied to any component. and are for"dry condition"of use. • 6.Design assumes full bearing et all supports shown.Shim or wedge if EXPIRES.: 12/31/2016 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. Aug u.St 1 201 5 6.This design is furnished subject to the limitations set forth by 8.Plates shalt be located on both faces of truss,end placed so their center , TPI/WTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. B.Digits indicate size of plate In inches. Muck 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 and Truss-BC LUMBER SPECIFICATIONS 24-08-08 STUB HIP SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDE/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-2933) 926 1- 8=(-683) 1898 2- 8=(-167) 242 10- 5=( 0) 516 2x6 KDDF #1&BTR T2 2- 3=(-2768) 956 8- 9=(-805) 2259 8- 3=(-169) 908 5-12=(-1583) 627 BC: 2x6 KDDF #1&BTR LOADING 3- 4=(-1918) 729 9-11=( -24) 63 8- 4=(-687) 402 6-12=( 0) 404 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=(-2269) 926 10-12=(-817) 2264 9- 4=(-160) 229 12- 7=( -571) 1777 2x6 KDDF #2 A TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 8'- 0.0" V 5- 6=(-1385) 581 12-13=( -56) 99 9-10=(-791) 2222 7-13=(-2679) 915 TC UNIF LL( 125.0)+DL( 35.0)= 160.0 PLF 8'- 0.0" TO 20'- 4.5" V 6- 7=(-1999) 733 4-10=( -85) 19 TC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 20'- 4.5" TO 24'- 8.5" V 11-10=( 0) 126 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 0'- 0.0" TO 24'- 8.5" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ B'- 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 24"0C UON. FOR TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 20'- 4.5" 0'- 0.0" -632/ 2442V -176/ 229H 5.50" 3.91 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED 24'- 8.5" -870/ 2757V 0/ OH 5.50" 4.41 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (- REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND.7: Desi n checked for net(-5 1 lift at 24 "oc s a i� ** For hanger specs. - See approved plans 7 Ds�t�F pia 5. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.062" @ 11'- 11.4" Allowed = 1.190" MAX TL CREEP DEFL = -0.125" @ 11'- 11.4" Allowed = 1.586" MAX HORIZ. LL DEFL = 0.026" @ 24'- 5.8" MAX HORIZ. TL DEFL = 0.042" @ 24'- 5.8" 7-11-11 12-05-02 4-03-11 °( T T '( Design conforms to main windforce-resisting 3-11-08 4-00-03 3-11-11 4-02-02 4-05-12 4-01-04 system and components and cladding criteria. T T 4597.300 1' '( ' 97.30# ' Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4x6 M-4x6 load duration factor=l.6, 12.00 V. M-3x8 M-3x4 N 12.00 3 6 Truss designed for wind loads 4 5 in the plane of the truss only. M-1. , 5x3fALII7M4x6 � ru 10 1I 12 ''*13 -/o' 1<• 8 9 11 M-3x10 M-3x4 I I M-3x6 M-3x8 M-7x8 M-7x8 0 M-1.5x3 J'' 1, i, y * * 7-07-08 4-05-10 3-10-10 4-09-04 3-11-08 p y 16-01-08 y 8-07 y { - P7l L-6 24-08-08 ,C5 - •9782PE JOB NAME : 7-D POLYGON 7-D NH - A5 ,40 . Scale: 0.2519 WARNINGS: GENERAL NOTES, unless otherwise noted: / tt OREGON "J . 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 (AA� Truss: A5 and Warnings before construction commences. buiding component.Applicability of design parameters and proper .F /'. ^Q 2.2x4 compression web bracing must be instaled where shown.i. incorporation of component is the responsibility of the building designer. FFF�� v� '(� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be lateral}braced at y �(;- 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 ir ` V continuous sheathing such as plywood sheathing(TC)and/or drywall(8C). AA DATE: 8/10/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown Co SEQ. : K 13 4 5 910 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and al no lime should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, T RAN S I D• LINK design loads be applied to any component. and are For'dry condition'of use. 6.Design assumes lull bearing al all supports s 5.Compulrus has no control over and assumes no responsibility for the strewn.Shim or wedge If necessary. EXPIRES: 12/3.1/2016 fabrication,handling,shipment and Inca Wllon of components. 7.Design assumes adequate drainage is provided. August 11,2 6.This design is furnished subject to the imitations set forth by 8.Plates shal be located on both faces of truss,and placed so their center V 015 TPOWTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate m Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC Refer to CompuTrus rafter detail for complete specifications. LUMBER SPECIFICATIONS HIP CORNER RAFTER 11-3-12 FOR 8-0-0 SETBACK LOAD DURATION INCREASE - 1.15 CHORDS: LOADING 2X4-2 DF #liBTR TOP CHORD LL + DL = 32.0 PSF 11-02-04 4-00 M-3x6(5) 10 PROVIDE SUPPORT 12 8.49 M-5x8 110' M-3x6 M-3x6 M-3x 6ppp M-3x8 W� u7 -44 y 1 0� 02 y 11-03-12 y 7-00-02 9'782P'E 2 A:JOB NAME : 7-D POLYGON 7-D NH - AR 19-11 Scale: 0.3519 .M _ WARNINGS: GENERAL NOTES, unless otherwise no ted. _ F OREGON oma, Q, 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: AR and Warnings before construction commences. building component.Applicability of design parameters and proper ] R .1, 2.2x4 compression web bracing must be installed where shown t. incorporation of component Is the responsibility of the building designer. +1�' ` 3.Addional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at .. /!1 .' !Q;- 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 1.1A `` continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 8/10/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown o a SEQ.: Ki3 4 5 911 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, �/ ] TRANS I D• LINK design loads be applied to any component. and are for"dry condition"of use. EXPIRES. 12/31/2016 • 6.Design assumes full bearing al all supports shown.Shim or wedge if August 10,2015 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. 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 TM/YWCA 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,IncJCompuTrus Software 6.2.3(1 L)-Z 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'- 5.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-5-(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-154) 86 3-4=( -44) 0 TC LATERAL SUPPORT <= 12"0C. UON. LOADING 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 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 6.7" TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 309V -58/ 170H 5.50" 0.49 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 2.2" 0/ 41V 0/ OH 5.50" 0.07 KDDF ( 625) 3'- 5.0" -130/ 141V 0/ OH 1.50" 0.18 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacitg, BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 AND BOTTOM CHORD LIVF5 LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.000" @ 3'- 11.7" Allowed = 0.056" 12 MAX TL CREEP DEFL = -0.000" @ 3'- 11.7" Allowed = 0.074" MAX TC PANEL LL DEFL = 0.027" @ 2'- 1.4" Allowed = 0.283" 12.00 7 3 MAX TC PANEL TL DEFL = 0.026" @ 2'- 1.4" Allowed = 0.425" MAX HORIZ. LL DEFL = -0.001" @ 3'- 4.3" MAX HORIZ. TL DEFL = -0.001" @ 3'- 4.3" 0. 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), 5. load duration factor=1.6, I Truss designed for wind loads d• in the plane of the truss only. 0 o I � 5� of ►=� 0 M-3x4 1 y ,6 ,k , 1-00 3-05 0-06-11 ROVIDE FULL BEARING;Jts:2,5,3 1 -9782PE JOB NAME : 7-D POLYGON 7-D NH - BJ2 --.411 ► Scale: 0.6043 oe WARNINGS: GENERAL NOTES, unless otherwise noted: -iii 4). t 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 OR_EGOI'll Truss: BJ2 and Warnings before construction commences, building component.Applicability of design parameters and proper j nit �;SP' 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer, ,r�I 'V �s 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �•* 2'o.c.and at 10'o.c.respectively unless braced throughout their length by � �� is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). PAUL 1 ''''.-- DATE: 8/10/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown•+ Y`� {. SEQ.: Kl 3 4 5 912 4-No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. - fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, T RAN S I D• LINK design loads be applied to any component. and are for"dry condition"of use. 6.Design assumes full bearing at all supports shown.Shim or wedge If 5.CompuTrus has no control over and assumes no responsibility for the necessary. EXPIRES: 12/3101- fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. August 1 2 0 1 5 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 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(1 L)E 10.For basic connector plate design values see ESR-1311,ES8-1968(MiTek) 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 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-301) 249 3-4=( -76) 51 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: 12.0" 0.0" TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -15/ 302V -90/ 224H 5.50" 0.48 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 2.2" 0/ 36V 0/ OH 5.50" 0.06 KDDF ( 625) 3'- 4.3" -187/ 241V 0/ OH 1.50" 0.31 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.7" -54/ 74V 0/ OH 1.50" 0.12 KDDF ( 625) 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 spaci6g. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 4 -/ MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.009" @ 1'- 8.3" Allowed = 0.283" 1I MAX TC PANEL TL DEFL = 0.009" @ 1'- 8,3" Allowed = 0.425" I%' MAX HORIZ. LL DEFL = -0.003" @ 5'- 10.9" MAX HORIZ. TL DEF' _ -0.003" @ 5'- 10.9" 12 Design conforms to main windforce-resisting system and components and cladding criteria. 12.00 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. c 1 I 1I o 1 M 0 I �' L.,-, P� O ►- 5►- 0 1 M-3x4 y y 1-00 3-05 2-06-11 PR PROVIDE FULL BEARING;Jts:2,5,3,4 782n ': JOB NAME : 7-D POLYGON 7-D NH - BJ3 Scale: 0.9703 WARNINGS: GENERAL NOTES, unless otherwise noted: ..�J mm[� yl'�* 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 • F 7.R EG OI J N Truss: BJ3 and Warnings before construction commences. building component.Applicability of design parameters and proper . (, . . - incorporation of component Is the responsibility of the building designer. '(/ 2.2x4 compression web bracing must be installed where shown+. 2.Design assumes the top and bottom chords to be Laterally braced at 4 fi '_ - `1E 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 1lY o.c.respectively unless braced throughout(hair length by - V :' is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or tlrywall(BC). DATE: 8/10/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ.: K1345913 4.No load should be applied to any component until alter all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D• LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the B.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: }CfJ , VJnecessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. August 1 Q 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 TPNNTCA in BCSI,copies of which will be fumished 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-1966(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 5.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-437) 346 3-9=(-172) 90 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 9-5=( -99) D BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PIF OVERHANGS: 12.0" 6.7" TOTAL LOAD = 42.0 PIP 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" -8/ 2B8V -118/ 302H 5.50" 0.46 KDDF ( 625) 3'- 2.2" 0/ 31V 0/ OH 5.50" 0.05 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 3'- 4.3" -259/ 323V 0/ OH 1.50" 0.41 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 7'- 5.0" -194/ 1B0V 0/ OH 1.50" 0.23 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP EOND• .i.-�.d,=n,itn., I lsry..,�Z'- .. '1 L''��.-�� k.........„,-.4,11g. AND BOTTOM CHORD LIVE LO�DS ACT NON-CONCURRENTLY. -r ,._ -I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 4 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.000" @ 7'- 11.7" Allowed = 0.056" MAX TL CREEP DEFL = -0.000" @ 7'- 11.7" Allowed = 0.079" �) MAX TC PANEL LL DEFL = 0.007" @ 1'- 10.9" Allowed = 0.283" MAX BC PANEL TL DEFL = -0.005" @ 1'- 9.9" Allowed = 0.167" MAX HORIZ. LL DEFL = -0.005" @ 7'- 4.3" MAX HORIZ. TL DEFL = -0.005" @ 7'- 4.3" 12 Design conforms to main windforce-resisting 12.00 7 system and components and cladding criteria. Wind: 190 mph, h=23.2ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. a 3 C I co )) M O /- V I . 0 1 M-3x9 P y 1-00 y 3-05 y 9-06-11 y K5.e N°F s (PROVIDE FULL BEARING;Jts:2,6,3,4 I . -r„', . .,CO , 0 :9782 PE JOB NAME : 7-D POLYGON 7-D NH - BJ4 /----i-„,---: i. 1______ � Scale: 0.3997 / WARNINGS: GENERAL NOTES, unless otherwise noted: 47 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 A F OREGON ., Truss: B Jcommences. Ll ys _ n...... T 2.aro compression web bracing must be instated where shown«, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �,(�- ��/ ''�5_,,.V Is the responsibility of the erector.Additional permanent bracing of 2'continuous and at 10'o.c.rsuch as plywoodly unless braced throughout their length by ]'� - `Na DATE: 8/10/2015 the overall structure is the res sheathing such as sheathing(TC)andlor drywall(BC). R responsibility of the building designer. 3.ar Impact bridging or lateral bracing required where shown++ A,� L SEQ. : K 13 4 5 914 4.No load should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, TRANS I D• LINK design bads be applied to any component. and are for"dry condition"of use. S.Com uTrus has no control over and assumes no re 6.Design assumes full bearing at all supports shown.Shim or wedge if p responsibility for the necessary EXPIRES: 12./3112Q 1 fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. August U5t O 2� 5 6.This design is furnished subject to the limitations set forth by B.Plates shat be located on both faces of truss,and placed so their center r TPIANiCA 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.ICompuTrus 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 HIP CORNER RAFTER 4-09-10 FOR 3-5-0 SETBACK Refer to CompuTrus rafter detail for complete specifications. LOAD DURATION INCREASE = 1.15 Truss designed for 4x2 outlookers. 2x4 let—ins CHORDS: of the same size and grade as structural top LOADING chord. Insure tight fit at each end of let—in. 2X4-2 DF #1&BTR TOP CHORD LL + DL = 32.0 PSF Outlookers must be cut with care and are permissible at inlet board areas only. 4-00 T T 12 8.49 7 PROVIDE SUPPORT 12 8.49 7 M-5x8 #4 M-3x6 M-3x6 M-3x6 M-3x8 ll o ' M-1.5X9 OR EQUAL AT NON—STRUCTURAL MEMBERS. LI-, I 111C24.1 O ; 1-07-02 y 4-09-10 y 6-10 y .. G11N 4.76, ../0 y y 89782 PE 1----- 13-02-12 7--; JOB NAME : 7-D POLYGON 7-D NH - BR . - /� Scale: 0.9866 4"1 ,_.OREGON N. Q„ WARNINGS: GENERAL NOTES, unless otherwise noted: O 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 i �}� Truss: BR and Warnings before construction commences. building component.Applicability of design parameters and proper . 1 4.R { . (/Yy 2.2x4 compression web bracing must be installed where shown-i. incorporation of component is the responsibility of the budding designer. `a - ♦� 2.Design assumes the lop and bottom chords to be laterally braced at ••�� C.l 3.Additional temporary bracing to insure stability during construction t(1 2.o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)endlor drywall(BC). DATE: 8/10/2015 the overall structure is the responsibility of the building designer. 3.2x Impact budging or lateral bracing required where shown-i* SEQ.: Ki3 4 5 915 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, �/ 1 _ TRANS I D• LINK design Wads be applied to any component. and are for"dry condition'of use. E/4 P I RES, 2/r�"1/201 6 • 6.Design assumes NII bearing at ag supports shown.Shim or wedge if August 10,2015 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. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on beth faces of truss,and placed so their center TPIM?CA 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 6.2.3(1 L)-Z 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 22-00-00 HIP SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2-) 0) 80 2-10=(-439) 1626 3-10=(-174) 244 BC: 2x6 KDDF #1&BTR 2- 3=(-2523) 714 10-11=(-466) 1766 10- 4=( -68) 697 WEBS: 2x4 KDDF STAND LOADING 3- 4=)-2356) 744 11- 8=(-367) 1633 10- 5=(-362) 285 LL = 25 PSF Ground Snow (Pg) 4- 5=(-1622) 580 5-11=(-342) 275 IC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 8'- 0.0" V 5- 6=(-1631) 584 6-11=( -58) 677 BC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL( 125.0)+DL( 35.0)= 160.0 PLF 8'- 0.0" TO 14'- 0.0" V 6- 7=(-2367) 749 11- 7-(-173) 245 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 14'- 0.0" TO 22'- 0.0" V 7- 8=(-2534) 720 BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 0'- 0.0" TO 22'- 0.0" V B- 9=( 0) 80 NOTE: 2x4 BRACING AT 24"OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 466.7)+DL) 130.7)= 597.3 LBS @ B'- 0.0" • TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 14'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -523/ 2249V -217/ 217H 5.50" 3.60 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 22'- 0.0" -527/ 2257V 0/ OH 5.50" 3.61 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.046" @ 11'- 0.0" Allowed = 1.054" 7-11-11 6-00-10 7-11-11 MAX TL CREEP DEFL = -0.092" @ 11'- 0.0" Allowed = 1.406" I '1 f ' MAX LL DEFL = -0.002" @ 23'- 0.0" Allowed = 0.100" 4-00 3-11-11 3-00-05 3-00-05 3-11-11 4-00 MAX TL CREEP DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" 4597.30# 1597.30# MAX HORIZ. LL DEFL = 0.018" @ 21'- 6.5" 12 12 MAX HORIZ. TL DEFL = 0.028" @ 21'- 6.5" M-4x6 M-4x6 12.00 V M-3x4 N 12.00 • Design conforms to main windforce-resisting system and components and cladding criteria. �D4, Wind: 140 mph, h=23.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 71.5X3 3 \1111 i r"1 r"1 O ._„.,_ mimmimm2ss O 10 11 o M-3x6 M-3x8 M-5x6(S) M-3x8 M-3x6 c, ). 1 y )' 7-08-08 6-07 7-08-08 pp y 10-00 y 12-00 y '..<<, Q P.1O '.06`i.-_,- 4cr 9782 PE JOB NAME : 7-D POLYGON 7-D NH - Cl ^�/J Scale: 0.2557 WARNINGS: GENERALNOTE&, uMessotherwise 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 '� 1REGQN Truss: Cl and Warnings before construction commences, building component.Applicability of design parameters and proper 's ��y(. incorporation of component is the responsibility of the building designer. /" '(/ 9% 2.2x4 compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at AI Qy `4 3.Additional temporary bracing to insure stability during construction '! 2'c.c.and at 10'o.c.respectively unless braced throughout their length by • � is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). _ -- DATE: 8/10/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ .�L. SEQ.: K1345 91 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 I D• LINK design loads be applied to any component. and are Sr dry condition"of use. 5.Compalrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If �p} �t { J31/201 necessary. EXPIRES: 1 /�711LV t 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 August 1 0,201 5 TPUWTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digs 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(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 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) 80 2-12=(-163) 752 3-12=(-196) 181 BC: 2x6 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1049) 364 12-13=(-101) 658 12- 4=(-141) 383 WEBS: 2x4 KDDF STAND 3- 4=( -887) 397 13-10=(-191) 652 12- 6=(-172) 130 LOADING 4- 5=( 0) 0 6-13=(-172) 130 TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=( -565) 338 8-13=(-142) 382 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=( -565) 338 13- 9=(-196) 181 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 8- 9=( -887) 397 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-1049) 364 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 80 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) f 9-11-11 f 2-00-10 1 9-11-11 T 0'- 0.0" -241/ 1038V -220/ 220H 5.50" 1.66 KDDF ( 625) 22'- 0.0" -241/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) 4-00 3-10-04 �2-01-07 t 1x00-05 3-10-04 4-00 f rnun �• nit a;g rhe Amt fnr er(_5 ncf) nnlifr ar �d nit g• 1-00-05 2-01-07 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 / 8-00 8-00 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 17 1' f MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 12 12 MAX LL DEFL = 0.019" @ 11'- 0.0" Allowed = 1.054" MAX TL CREEP DEFL = -0.035" @ 11'- 0.0" Allowed = 1.406" 12.00 17,77 12.00 MAX LL DEFL = -0.002" @ 23'- 0.0" Allowed = 0.100" M-4x6 MAX TL CREEP DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" M-4x6 MAX HORIZ. LL DEFL = 0.007" @ 21'- 6.5" M-3x4 MAX HORIZ. TL DEFL = 0.012" @ 21'- 6.5" �� 4% Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only.M-1.5x3 rr 111 • in cn mm 0 12 13 I I o o M-3x4 M-3x8 M-5x6(S) M-3x8 M-3x4 0 .L y y y y 7-08-08 y 6-07 7-08-08 y Q,,Vp PR OF�c0 10-00 12-00 �,�Co NWNk- '- 1=00� 22-00 1-00y 4� �" 89782F'E JOB NAME : 7-D POLYGON 7-D NH - C2 f, ';:/> _. Scale: 0.2557 #e!F 'OREGON /n wi WARNINGS: GENERAL NOTES, unless otherwise noted: /�1'•R E L7O111 z. 1.Builder and erection contractor should be advised of all General Notes 1.This design k based only upon the parameters shown and Is for an Individual ---Y .. �/ !}.� Truss: C 2 and Warnings before construction commences, building component.Applicability of design parameters and proper '1h-' .^�R-�f 15,: ``4c- 2.�i4 compression web bracing must be Instated where shown+, incorporation of component k the responMbitty of the building designer. �+� -/ ``V 3.Additional temporary bracing to Insure stability during construction 2.Design saunas Me top and bottom dards to be laterally braced at /1A U L �`V is the responsibility of the erector.Additional permanent bracing of o.c.and et 10•o.c.reepectsey unless braced throughout their length by PA continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 8/10/2015 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown o e SEQ. : K1345917 4.No load should be applied to any component until after at bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, EXPIRES:p �+ TRANS ID LINK design loads beapplied toany component. and are for"dry condtion"ofuse. EXPIRES, 12/31/2016 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full beating at all supporta shown.Shim or wedge If necessary. August 10,2015 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 shat be located on both faces of truss,and placed so their center TPI/WTCA in BC51,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(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 22'- 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) 80 2- 8=(-93) 842 3- 8=(-377) 349 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1094) 254 8- 9=(-52) 551 8- 4=(-249) 614 WEBS: 2x4 KDDF STAND 3- 4=( -987) 431 9- 6=(-93) 715 4- 9=(-249) 614 LOADING 4- 5=( -987) 431 9- 5=(-377) 349 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1094) 254 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 80 TOTAL LOAD- 42.0 PSF OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -187/ 1038V -307/ 307H 5.50" 1.66 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 22'- 0.0" -187/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 11-00 11-00 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 T f f MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 5-07-10 5-04-06 5-04-06 5-07-10 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" T f f f fMAX LL DEFL = -0.028" @ 7'- 5.1" Allowed = 1.054" MAX TL CREEP DEFL = -0.051" @ 7'- 5.1" Allowed - 1.406" 12 12 MAX LL DEFL - -0.002" @ 23'- 0.0" Allowed = 0.100" M-4x6 MAX TL CREEP DEFL = -0.003" @ 23'- 0.0" Allowed - 0.133" 12.00 7. N12.00 4.0" 4 MAX HORIZ. LL DEFL = 0.013" @ 21'- 6.5" MAX HORIZ. TL DEFL = 0.019" @ 21'- 6.5" II Design conforms to main windforce-resisting l' system and components and cladding criteria. Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 3 41111111111hL M co O O A� t Lin Me.. ii ... IAr u7 .-=.. 8 9 =. o M-3x4 M-3x4 M-3x5(5) M-3x4 M-3x4 1 o O J. ,. y y 7-05-01 7-01-13 7-05-01 10-00 12-00 1-00 22-00 1-00 ' 89782 PE Wit"..' • JOB NAME : 7-D POLYGON 7-D NH - C3 f� ?t" . Scale: 0.2279 .". . 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 "r• OR EG .N [�-1 Truss: C3 and Warnings before construction commences, building component.Applicability of design parameters and proper ,, "" 2,2x4 compression web bracing must be installed where shown+, incorporation o}component Is the responsibility of Me building designer. ri1"1� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at +R - meq._ 2'o.s.and at 10'oz.respectively unless braced throughout their length by � - is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andior drywall(BC). '.:.-- DATE: 8/10/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ IJ L SEQ. : K 13 4 5 918 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D• LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if _EXPIRES: 12/31/2016 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. August 20 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 TPLI WI'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,Inc.iCompuTrus 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 22-00-00 GIRDER SUPPORTING 24-08-08 FROM 10-00-00 TO 16-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 ROOF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 80 2-10=(-738) 3566 10- 3=( 0) 202 BC: 2x6 KDDF #1&BTR 2- 3=(-5448) 1170 10-11=(-738) 3564 3-11=( -176) 204 WEBS: 2x4 KDDF STAND; LOADING 3- 4=(-5194) 1226 11-12=(-706) 3548 11- 4=( -558) 2520 2x6 KDDF #2 A LL = 25 PSF Ground Snow (Pg) 4- 5=(-4102) 1088 12-13=(-666) 3598 4-12=(-2030) 592 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 22'- 0.0" V 5- 6=(-4104) 1088 13-14=(-930) 4728 12- 5=(-1474) 5530 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 10'- 0.0" V 6- 7=(-5268) 1248 14- 8=(-936) 4756 12- 6=(-2176) 634 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 283.9)+DL( 213.0)= 496.9 PLF 10'- 0.0" TO 16'- 0.0" V 7- 8=(-7246) 1588 6-13=( -612) 2622 BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 16'- 0.0" TO 22'- 0.0" V B- 9=( 0) 80 13- 7=(-1556) 434 OVERHANGS: 12.0" 12.0" 7-14=( -530) 2578 AUDI: BC CONC LL+DL= 2651.0 LBS @ 8'- 0.0" ADDL: BC CONC LL+DL= 2442.0 LBS @ 18'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 1, LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ( 2 ) complete trusses required. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -955/ 4328V -306/ 306H 5.50" 6.93 KDDF ( 625) Join together 2 ply with 3"x.131 DIA GUN REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 22'- 0.0" -1276/ 5702V 0/ OH 5.50" 9.12 RODE ( 625) nails staggeredat: o 9" oc in 1 row(s) throughout 2x4 top chords, BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP 9" oc in 2 row(s) throughout 2x6 bottom chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9^ oc in 1 row(s) throughout 2x4 webs, 9" oc in 2 row(s) throughout 2x6 webs. BOND. 2: Design checked for net(-5 psf) uplift at 24 .oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 11-0011-00 11-00 MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" 'l t -( MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" 4-01-12 4-00 2-10-04 2-10-04 4-00 4-01-12 MAX LL DEFL = 0.061" @ 14'- 1.7" Allowed = 1.054" f ,, f f f f MAX TL CREEP DEFL = -0.169" @ 14'- 1.7" Allowed = 1.406" MAX LL DEFL = -0.001" @ 23'- 0.0" Allowed = 0.100" 12 12 MAX TL CREEP DEFL = -0.001" @ 23'- 0.0" Allowed = 0.133" M-4x6 12.00 7 \I 12.00 4n MAX HORIZ. LL DEFL = -0,015" @ 21'- 6.5" 5 MAX HORIZ. TL DEFL = 0.034" 9 21'- 6.5" +++ HANGER TO APPLY CONC. pQ WARNING:TRUSS NOT PLATED SYMMETRICALLY. LOAD(S) EQUALLY TO ALL MEMBERS. MARK TRUSS PRIOR TO INSTALLATION TO 3. ENSURE PROPER ORIENTATION AS SHOWN. Design conforms to main windforce-resisting system and components and cladding criteria- M-3x5 M-3x5 Wind: 140 mph, h=24.7ft, 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. A +-Laterally brace to roof diaphragm. M-3x4 M-3x6 +-2x4 brace required M-5x10 in I rri o Al ® se l o Ln / 10 11 12 13 14 8 0 I oM-5x10 M-1.5x3 M-6x8 0.25x' M-3x5 M-3x8 I o *** 2651#M-7x8(S) ****244211 1 D PRp�C.6S y 4-00 y 3-10-04 �3-01-12 y 3-01-12 y 3-10-04 4-00 y 4� y vaiN E ,,')l ' 1-00 22-00 i-00 '9'7'82P. JOB NAME : 7-D POLYGON 7-D NH - C4f,// ;: - - i Scale: 0.1932 y[e1� :: WARNINGS: GENERAL NOTES, unless otherwise noted: ywlJ '^" �""�� 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 -Y4)-.. fit "-/E ! �� f�. Truss: C4 and Wamings before construction commences. building component.Applicability of design parameters and proper 3 V_a6I it.' j8 75 2,2x4 campression web bracing must be Installed where shown+, Incorporation of component is the responsibility of the building designer. .. ��{"' + 2.Design assumes the top and bottom chords to be laterally braced at .. /E V 3-Additional temporary bracing to insure stability during construction 2'o.c,and at 10'o-c,respectively unless braced throughout their length by - • _��„ - - is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). DATE: 8/10/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ.: K13 4 5 919 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS I D• LINK design loads be applied to any component. and are for"dry condition"or use. f 01 5.Compu7 us has no control over and assumes no responsibility far the 6.Design assumes full bearing at all supports shown.Shim or wedge if }} necessary. August 10,2015 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 shag be located on both faces of truss,and placed so their center TPIIW1'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 LISA,IncdCompuTrus Software 7.6.6(1 L)-E 1C For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS HIP CORNER RAFTER 11-3-12 FOR 8-0-0 SETBACK Refer to CompuTrus rafter detail for complete specifications. LOAD DURATION INCREASE = 1.15 CHORDS: LOADING 2X4-2 DF #1SBTR TOP CHORD LL + DL = 32.0 PSF M-3x6(S) 40 11-02-04 PROVIDE SUPPORT M-5x8 11006 12 M-3x6 8.49 prii k y 4-02-03 M-3x6 M-3x6 M-3x8 m O I u't �� O y y y •O 89782PE v . y 1-07-02 11-03-12 y JOB NAME •. 7-D POLYGON 7-D NH - CR 17-01-01 �: Scale: 0.4082 x74,OREGON WARNINGS: GENERAL NOTES, unless otherwise noted: /J_ - �O� .Truss: C R and Warnings before construction commences. building component.Applicability of design parameters and proper is 1.Builder and erection contractor should be advised of all General Notes I.This designbased onlyupon the parameters shown and Is for an IndNldual 9,p ,�& 2.2e4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. t Na 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Aq U L `` is the responsibility of the erector.Additional 2'o.c.and at 10'o.c.respectively unless braced throughout their length by • p itY permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 8/10/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ. : Ki3 4 5 9 2 0 4.No load should be applied to any component until after at bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and et no time should any loads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, C�/ p TRANS I D• LINK design loads be applied to any component. and are for"dry condition"of use. E X PII Z ES: 12/31/2016 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 necessary. August 10 2015 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. r 6.This design is furnished subject to the limitations set forth by 0.Plates shag be located on both laces of truss,and placed so their canter 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. MTek USA,Inc./CompuTrus Software 6.2.3(1L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1906(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 8=(-224) 1261 3- 8=(-311) 220 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-1504) 335 8- 9=(-103) 834 8- 4=(-111) 492 WEBS: 2x9 KDDF STAND 3- 4=(-1318) 338 9- 6=(-253) 1261 4- 9=(-111) 492 LOADING 4- 5=(-1318) 338 9- 5=(-311) 220 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1504) 335 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 50 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -119/ 1038V -109/ 109H 5.50" 1.66 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 22'- 0.0" -119/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP K:OND. 2: Daiq�..-aa.-cL.:.s,.-;_ per;; -.,1;=_•• \. ..... k.1.r..,_(1g. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" 8 -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" 8 -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.043" 9 14'- 5.8" Allowed = 1.054" MAX TL CREEP DEFL = -0.088" @ 14'- 5.8" Allowed = 1.406" MAX LL DEFL = 0.002" 9 23'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.018" 9 21'- 6.5" MAX HORIZ. TL DEFL = 0.030" 9 21'- 6.5" Design conforms to main windforce-resisting 11-00 11-00 system and components and cladding criteria. 5-09-04 5-02-12 5-02-12 5-09-04 Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ,r ,r 1' f ,. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 12 12 End vertical(s) are exposed to wind, 6.00 [7' M-4x6 Q 6.00 Truss designed for wind loads 4.0" in the plane of the truss only. 4 .i`7( p M-1.5x3 M-1.5x3 3 5 i 11111111111 ../ ,diiiiiiiiiii MM G' 2 - 8 90 o M-3x4 M-3x4 M-3x5(S) M-3x4 M-3x4 0 ; J• ), i' 7-06-03 6-11-11 7-06-03 y 12-00 y 10-00), )' k pRo�e�� iooy 22-00 i-ooy ••�5 '.; - ,4 /Q2 ' :9782P-E -T-- JOB NAME : 7-D POLYGON 7-D NH - Gl / y Scale: 0.2557 ,c _i : �„G WARNINGS: GENERAL NOTES, unless otherwise noted: i �� y'- 9' - 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 e Truss: G1 and Warnings before construction commences. building component.Applicability of design parameters and proper � ,. n' �' 2.2x4 compression web bracing must be installed where shown n. incorporation of component Is the responsibility of the building designer. �� ^ - t-9/ QS Design assumes the top and bottom chards to be laterally braced at ii j- 3.Additional temporary bracing to Insure stability during construction /� _ V 2'o.c,and at 10'o.c.respectively unless braced throughout their length by !'� ` is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). R AUL.f +' DATE: 8/10/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown o c I•ti U J SEQ. : K 13 4 5 9 21 4.No load should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater then 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-dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing et all supports shown.Shim or wedge if EXPIRES: 12/31/2016 necessary. fabrication,handling,shipment end 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 August 10 a 201 J TPWVTCA 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,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 and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 22'— 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaci6g. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF Wind: 190 mph, h=l5ft,Enclosed,TC:DLCat.L=6.0, ASCE 7-10, DL OH BOTTOM CHORD = 10.0 PSF (All Heights), Cat-2, Exp-B, MWFRS(Dir), TOTAL LOAD= 92.0 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 Gable end truss on continuous bearing wall UIW. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 11-00 11-00 f T T 12 I IM-4x4 12 6.00 [ 3 Q 6.00 M 2 9 ilIii7 .„ lllI S, 1 �� NI. 5 0 I I M-3x5(S) M-3x9 M-3x4 k k k 12-00 10-00 D P R 1 _ 1-00 22-00 ,`CD.\ �NAGINI . ` /Q .`r" •9782PE 1 JOB NAME : 7—D POLYGON 7—D NH — GGE Scale: 0.3682 ��!/ WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON 4,-- 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 A ^� Truss: GGE and Warnings before construction commences. building component.Applicability of design parameters and proper -A " ,F 17 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 17�- Cf fi 1;,_ Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be ly braced at • 7�T ri R,/- "l J 2'o.c.and at 10'o.c.respectively unless braced throughout their length by _ \ i..,44-(1'.- 3. is the responsibilay of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). p JY,' i L ♦; DATE: 8/10/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown*-i /1 L J S E K 13 4 5 9 2 2 4.No load should be applied to any component until after a1 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 then 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 I D: LINK 6.Design assumes full bearing at all supports shown.Shim or wedge if P RE`J. 12/31/2016 S 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. 6.This design is furnished subject to the limitations set forth by 6.Plates shall be located on both faces of truss,and pieced so their canter August 10,2015 TPUWTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size or plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(114-E 10.For basic connector plate design values see ESR-1311,ESR-t986(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=(-51) 28 1-4=(-35) 32 2-4=(-99) 81 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=( -7) 3 WEBS: 2x4 DF STAND; 2x4 KDDF STAND A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF 1'- 0.0" -24/ 205V -18/ 43H 5.50" 0.31 KDDF ( 625) 4'- 0.0" -18/ 131V 0/ OH 5.50" 0.21 KDDF ( 625) JT 1: Heel to plate corner = 5.25" LL = 25 PSF Ground Snow (Pg) GOND. 2: Dosign chockod for not(-5 psi) uplift at 24 "oc spacing. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ 0'- 0.0" Allowed = 0.100" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.002" @ 0'- 0.0" Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.004" @ 2'- 4.0" Allowed = 0.159" MAX TC PANEL TL DEFL = -0.005" @ 2'- 5.2" Allowed = 0.239" 3-00 MAX HORIZ. LL DEFL = -0.000" @ 3'- 8.2" MAX HORIZ. TL DEFL = -0.000" @ 3'- 8.2" Design conforms to main windforce-resisting 12 system and components and cladding criteria. 4.00 Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 Lin u7 _ 1111111 M O 5MEEN �L� • M-3x8 M-3x6 M-1.5x3 y 3-00 9-00 PR y y 89782PE JOB NAME : 7-D POLYGON 7-D NH - El 4 Scale: 0.6150 OREGON - 4 WARNINGS: GENERAL NOTES, unless otherwise noted: c 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: El and Warnings before construction commences. building component.Applicability of design parameters and proper /7,9• + /' 't' 2.2x4 compression web bracing must be installed where shown 4.. incorporation of component is the responsibility of the building designer. `, 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at AA UL (7``V 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 - continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 8/10/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ. : K 13 4 5 9 2 3 4.No load should be applied to any component until after el bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, �/ TRANS I D• LINK design loads be applied to any component. and are for"dry condition"of use. E X P I R ES. 12/31/2016 8.Design ass 5.CompuTrus has no control over and assumes no responsibility forme assumes full bearing at al supports shown.Shim or wedge If necessary. August 10,2015 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 B.Plates shal be located on both faces of truss,and placed so their center TPIANTCA 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(10-E to.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'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2,1 KDDF #1SBTR LOAD DURATION INCREASE = 1.15 1-2=(-29) 19 1-3=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. WEBS: 2x9 DF STAND LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 1'- 0.0" -27/ 215V 0/ 27H 5.50" 0.32 KDDF ( 625) TOTAL LOAD = 42.0 PSF 3'- 9.2" 0/ 38V 0/ OH 5.50" 0.06 KDDF ( 625) JT 1: Heel to plate corner = 5.25" 4'- 0.0" -36/ 84V 0/ OH 1.50" 0.13 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) II kOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.004" @ 0'- 0.0" Allowed = 0.100" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.003" @ 0'- 0.0" Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.008" @ 2'- 5.6" Allowed = 0.183" MAX TC PANEL TL DEFL = -0.010" @ 2'- 7.0" Allowed = 0.274" MAX HORIZ. LL DEFL = -0.003" @ 3'- 11.2" MAX HORIZ. TL DEFL = 0.003" @ 3'- 11.2" 12 Design conforms to main windforce-resisting 4.00 U7'. system and components and cladding criteria. Wind: 190 mph, h=19.8ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, . Truss designed for wind loads in the plane of the truss only. r 0 t 1 I en 1 0 92>-\ 32>-< M-3x6 M-3x6 y y p R()Fe3-0o , • y y .5lN�E /�- r4-0o �c, FPROVIDE FULL BEARING;Jts:4,3,2 I 97 8 2 P E e• JOB NAME : 7-D POLYGON 7-D NH - E2 .., }� - ---- Scale: 0.9459 QRECaON WARNINGS: GENERAL NOTES, unless otherwise noted: , -7 . �c 1.Builder and erection contractor should be advised of all General Notes 1.Thls design is based only upon the parameters shown and is for an individual '(f Truss: E 2 and Wamings before construction commences. budding component.Applicability of design parameters and proper "V OI A-y 1 f•A; t"„.. 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility 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 •!'I Pill ` is the responsibility of the erector.Additional permanent bracing of 2.o.c.and at 1I7 o.c.respectively unless braced throughout their length by U L continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 8/10/2015 the overall structure is the responsibikty of the building designer. 3.2x Impact bridging or lateral bracing required where shown r a SEQ. : K 13 4 5 9 2 4 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners ere complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, and are for r"dry condition'of use.6.Design assumes lull bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2016 TRANS I D: LINK design loads be applied to any component. 5.CompuTrus has no control over and assumes no responsibility for the necessary. August 10 2015 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. r 6.This design is furnished subject to the limitations set forth by 8.Plates shad be located on both laces of truss,and placed so their center TPWVTCA 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 10.For basic connector plate design values see ESR-1311,ESR-t988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 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) 80 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-18) 85 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -50/ 287V -32/ 99H 5.50" 0.46 KDDF ( 625) 1'- 10.9" -165/ 174V 0/ OH 1.50" 0.28 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 65V 0/ OH 5.50" 0.10 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net{-5 psf) uplift at 24 "oc spaci}1g. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.004" @ 1'- 0.0" Allowed = 0.147" MAX TC PANEL TL DEFL = -0.008" @ 1'- 1.5" Allowed = 0.220" MAX BC PANEL LL DEFL = 0.013" 9 3'- 6.6" Allowed = 0.354" MAX BC PANEL TL DEFL = -0.081" 9 4'- 4.8" Allowed = 0.472" 1-11-11 MAX HORIZ. LL DEFL = -0.000" 9 1'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" Design conforms to main windforce-resisting 12 system and components and cladding criteria. 12.00 7 Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 3 -/ Truss designed for wind loads in the plane of the truss only. /- u7 M-3x4 y y y 1-00 1PROVIDE FULL BEARING;Jts:2,3,4 1 8-00 IN 4z' ••9782PE JOB NAME : 7-D POLYGON 7-D NH - Jl Scale: 0.6125 _Ay 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 R EG O N '. Truss: J1 and Wamings before construction commences. building component.Applicability of design parameters and proper 2.244 compression web bracing must be installed where shown+. Incorporation of componentmponenl is the responsibility of the building designer. 2 O�f'}" Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom Garda to!M arteraly braced at �f�. Is the responsibility of the erector.Additional permanent bracing of 7 o.c,and at 13 o.c.respectively unless braced throughout their length by ` continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). p/�i + `. DATE: 8/10/2015 the overall structure is the responsibility of the building designer. 3.24 Impact bridging or lateral bracing required where shown++ J 1 u SEQ.: K 13 4 5 9 2 5 4.No load should be applied to any component until alter al bracing and 4.Installation of puss Is the responsibility of the respective contractor. fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses ere to be used in a non-corrosive environment, TRANS I D' LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supporta shown.Shim or wedge If EXPIRES': 12/31/2016 necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. A ug ust 10015 ry 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 I'1 ,L TPIIWTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E to.For bask connector parte design values see ESR-1311,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 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-90) 113 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -3/ 358V -61/ 161H 5.50" 0.57 ROOF ( 625) 3'- 10.9" -198/ 181V 0/ OH 1.50" 0.29 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 72V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL r„ REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. FOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacilg. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.178" 3-11-11 MAX BC PANEL LL DEFL = -0.026" @ 3'- 6.6" Allowed = 0.354" f T MAX TC PANEL TL DEFL = -0.044" @ 2'- 2.3" Allowed = 0.503" MAX BC PANEL TL DEFL = -0.122" @ 4'- 1.4" Allowed = 0.472" 3 -,i MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" 12 MAX HORIZ. TL DEFL = 0.001" @ 3'- 10.9" 12.00 7 0 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. 0 sr 0 V Ot A- (•�� . , O M-3x4 1 y J• y 1-00 (PROVIDE FULL BEARING;Jts:2,3,4 I 8-00 g ,.D P R o c 4t:' 89782PE 89782PE cX JOB NAME : 7-D POLYGON 7-D NH - J2 --� Scale: 0.5625 z,#7,77.7 . WARNINGS: GENERAL NOTES, unless otherwise noted: / : -- UREGON 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 I � Truss: J2 and Warnings before construction commences. buiding component.Applicability of design parameters and proper ^.Q . e' 2 2x4 compression web bracing must be instated where shown+, incorporation of component is the responsibility of the building designer. '(� 2 Design assumes the lop and bottom chords to be laterefy braced at 5)' -�i+ y, A$,,, 3.Additional temporary bracing to insure stability during construction 174 � i is the responsrbilty of the erector.Additional permanent bracing of 2'o.c.and at 1 V o.c.respectively as plywood unkes braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �s`. DATE: 8/10/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ PAUL_ SEQ.: K1345926 4.No load should be applied to any component until after at bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D' LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2016 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. August U St r3 5 6.This design is furnished subject to the limitations set forth by 8.Plates shat be located on both faces of truss,and placed Sc their center 10,2015 TPUWfCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,IncfCompuTrus 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'- 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) 80 2-9=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-149) 159 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD= 42.0 PSF 0'- 0.0" -20/ 422V -90/ 224H 5.50" 0.68 KDDF ( 625) 5'- 10.9" -193/ 219V 0/ OH 1.50" 0.35 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 121V 0/ OH 5.50" 0.19 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 5-11-11 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 f 'f MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 3 -c' MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed - 0.105" MAX TC PANEL LL DEFL = 0.249" @ 3'- 2.0" Allowed = 0.524" �) MAX BC PANEL TL DEFL = -0.229" @ 4'- 1.4" Allowed = 0.472" MAX HORIZ. LL DEFL - -0.002" @ 5'- 10.9" MAX HORIZ. TL DEFL - -0.002" @ 5'- 10.9" 12 12.00 7 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir(, load duration factor=l.6, Truss designed for wind loads I in the plane of the truss only. 0 4, M O /- N O O M-3x4 1 * 1-00 y 8-00 y P.R.QF PROVIDE FULL BEARING;Jts:2,3,4 I COt N 17 4� z9782PE f JOB NAME : 7-D POLYGON 7-D NH - J3 - Air./ Scale: 0.4574 // / .ems --- WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual (AA� Truss: J3 and Warnings before construction commences. building component.Applicability of design parameters and proper ... �44 n i T 2.2x4 compression web bracing must be instated where shown o. incorporation of component Is the responsibility of the building designer. 9�� -�V �j� 3.Additional temporary bracing to insure stability during construction 2.Design sesames the top and bottom chords to be laterally braced at `fy- is the responsibility o}the erector.Additional permanent bracing of o.c.and at 1 a c.c.respectively unless braced throughout their length by / continuous sheathing such as plywood required ug(TC)and/or drywall(BC). AJC i f L DATE: 8/10/2015 the overall structure is the responsibity of the building designer. 3.2x Impact bridging or lateral bracing required where shown** I S / SEQ.: Ki3 4 5 9 2 7 4.No load should be applied to any component until alter at bracing and 4.Installation of truss is the responsibility o1 the respeUNe contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS I D. LINK design loads be applied to any component. and are for`dry condition`of use. 5.CompuIs has no control over and assumes no responsibility for the 8.Design assumes full bearing at al supports shown.Shim or wedge If nrEXPIRES: 12/31/20 1 6 necessary. fabrication,handling,shipment end 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,end placed so their center August 10,2015 TPIANTCA in SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate R Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE - 1.15 1-2=( 0) 80 2-5=(-178) 184 3-5=(-266) 256 BC: 2x4 KDDF#16BTR SPACED 24.0" O.C. 2-3=(-267) 125 WEBS: 2x4 KDDF STAND 3-4=(-121) 85 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD- 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -43/ 479V -121/ 292H 5.50" 0.77 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 9.5" -81/ 238V 0/ OH 5.50" 0.38 KDDF ( 625) 7'- 11.7" -89/ 120V 0/ OH 1.50" 0.19 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 spaci>}Ig. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed = 0.133- 7-11-11 MAX TC PANEL LL DEFL = 0.017" @ 6'- 0.8" Allowed = 0.350" T T MAX BC PANEL TL DEFL = -0.160" @ 4'- 1.5" Allowed = 0.472" 4 MAX HORIZ. LL DEFL = -0.003" @ 7'- 10.9" MAX HORIZ. TL DEFL = -0.003" @ 7'- 10.9" /2.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 I co . /- \k. M I 1 r� 1/ M-3x4 M-1.5x3 y 1-0o y 8-00 y �'< - PR p,c 4 (PROVIDE FULL BEARING;Sts:2,5,4 I �� 1- . &9782P.E 9r. JOB NAME : 7-D POLYGON 7-D NH - J4 ,__._.__.- ----"-- Scale: 0.3686 WARNINGS: GENERAL NOTES, unless otherwise noted: :. ..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 • �.17, OREGON ON Truss: J4 and Warnings before construction commences. building component.Applicability of design parameters and proper ^ 2.2x4 compression web bracing must be installed where shown.. 11‘11- incorporation of component is the responsibility of the building designer. • ' '(� 3,Addltional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be IateraNy braced at • Al Ry. '1 !si Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at IC,ea o.c.respectively unless braced throughout their length by - _ - `V continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -" PA UL n` DATE: 8/10/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown SEQ.: K13 4 5 9 2 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, TRANS I D• LINK design loads be applied to any component. and are for"dry condition'of use. 5.Com puTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing stall supports shown.Shim or wedge if necessary. EXPIRES: 12/31/2016 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. August 12 0 1 5 6.The 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 r TPNW TCA in SCSI,copies of which will be famished 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 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-6=(-147) 182 3-6=(-262) 212 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-347) 125 WEBS: 2x4 KDDF STAND 3-4=(-327) 127 LOADING 4-5=(-159) 0 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 TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 23.7" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -43/ 449V -140/ 39BH 5.50" 0.72 KDDF ( 625) 7'- 9.5" -58/ 230V 0/ OH 5.50" 0.37 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.7" -327/ 410V 0/ OH 1.50" 0.53 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaciilg. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/160 \9-11-11 ,f ,f MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 5 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed - 0.133" -/ MAX LL DEFL = -0.039" @ 9'- 11.7" Allowed = 0.197" MAX TL CREEP DEFL = -0.047" @ 9'- 11.7" Allowed - 0.263" MAX TC PANEL LL DEFL = -0.028" @ 6'- 8.1" Allowed = 0.350" MAX BC PANEL TL DEFL = -0.157" @ 4'- 1.5" Allowed = 0.472" MAX HORIZ. LL DEFL = -0.007" @ 7'- 10.9" MAX HORIZ. TL DEFL = -0.007" @ 7'- 10.9" 9 Design conforms to main windforce-resisting system and components and cladding criteria. ii r• Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 12.00 V Truss designed for wind loads in the plane of the truss only. I M-3x5 1 0 3 rn O I �� 1 N O I ' o M-3x4 M-1.5x3 1-00 8-00 1-11-11 ,'...D WN• E , (PROVIDE FULL BEARING;Jts:2,6,4 _ I (/� �17 _ ' 89782PE -c-- JOB c'JOB NAME : 7-D POLYGON 7-D NH - J5 Scale: 0.3249 , - ---- 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 shovm and Is for an individual A K-74/6, ,tD R EG ON o* Truss: J5 and Warnings before construction commences. building component.Applicability of design parameters and proper �i�� f 1" 2.2x4 compression web bracing must be instated where shown.. Incarporotlon of component is the responsibility of the building designer. �f (f' G 1"P - Incorporation Design assumes the top and bottom chords to be laterally braced al - / .4 R y A 3',. j. 3.Additional temporary bracing to insure stability during construction �� V Is Me responsibility of the erector.Additional permanent bracing of 7 o.c,and at 10 o.c.respectively a vey unkac braced throughout their eI B by ` continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). P ' f 1- 1 DATE: 8/10/2015 the overall structure is the responsibily of the building designer. 3.2x Impact bridging or lateral bracing required where shown so /S v SEQ. : ml3 4 5 9 2 9 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 B.Design assumes trusses are to be used in a noncorrosive environment. TRANS I D• LINK design bads be applied to any component. and are for"dry condition'of use. S.CompuTrus has no control over end assumes no responsibility for the B.Design sesames fug bearing at al supports shown.Shim or wedge if EXPIRES: 12/31/2016 necessary. fabrication,handling,shipment end instalation of components. 7.Design assumes adequate drainage is provided. August 10 2015 6.This design is furnished subject to the limitations set Porth by 8.Plates shall be located on lath faces of truss,and r placed so their center TPIANTCA in SCSI,copies of which will be furnished upon request. Ines coincide with joint center lines. 9.Dills 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 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) 80 2-6=(-141) 172 3-6=(-248) 204 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-399) 303 WEBS: 2x4 KDDF STAND 3-4=(-378) 313 LOADING 4-5=(-124) 88 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 TOTAL LOAD = 42.0 POE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -36/ 464V -183/ 440H 5.50" 0.74 KDDF ( 625) 7'- 9.5" -81/ 220V 0/ OH 5.50" 0.35 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 10.9" -263/ 334V 0/ OH 1.50" 0.43 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 11'- 11.7" -93/ 120V 0/ OH 1.50" 0.19 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. 11-11-11 "f ,f VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 5 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 = 0.021" @ 2'- 0.7" Allowed = 0.343" MAX BC PANEL TL DEFL = -0.158" @ 4'- 1.5" Allowed = 0.472" MAX HORIZ. LL DEFL = -0.009" @ 11'- 10.9" MAX HORIZ. TL DEFL = -0.009" @ 11'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 load duration factor=l.6, 12.00 7 ' Truss designed for wind loads in the plane of the truss only. v v� 0 I Csl M-3x5 3 ♦y r1 X ic_ MMMMMMIMMMMMMMMMMMMItii '' 1 M-3x9 M-1.5x3 y � �a N . - ,s y y y l 1-00 8-00 3-11-11 445.5. (PROVIDE FULL BEARING;Jts:2,6,4,5 `t' 89`�82PE f JOB NAME : 7-D POLYGON 7-D NH - J6 Scale: 0.2679y/ i/� ---- WARNINGS: GENERAL NOTES, unless otherwise noted: tiv4‘ �G O . 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 A '`�^' ) Truss: J6 and Warnings before construction commences. building component.Applicability of design parameters and proper Y'/. i/Q Q' 2 2x4 compression web bracing must be Installed where shown.. incorporation of component is the responsibility of the building designer. �Jr v�I G� 2.Design assumes the top and bottom chords to be laterally braced al 'T� ^I R '''J� �i 3.Additional temporary bracing to insure stability during construction `(� 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 Q continuous sheathing such as plywood sheathing(TC)and/or drywall(8C). PA U-_ C`` DATE: 8/10/2015 the overall structure is the responalbiity of the building designer. 3.2x Impact bridging or lateral bracing required where shown.. SEQ. : K 13 4 5 9 3 0 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D• LINK design loads be applied to any component. and are for"dry condition"of use. 12/31/2016 • 6.Design assumes full bearing at a6 supporta shown.Shim or wedge If EXPIRES: 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. August I O,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 TPIIWI CA In BCSI,copies of which will be furnished upon request. fines 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 11'- 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) 80 2-6=(-148) 176 3-6=(-253) 213 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-328) 247 WEBS: 2x4 KDDF STAND 3-4=(-308) 256 LOADING 4-5=( -89) 62 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -38/ 468V -167/ 402H 5.50" 0.75 KDDF ( 625) 7'- 9.5" -81/ 225V 0/ OH 5.50" 0.36 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 10.9" -223/ 287V 0/ OH 1.50" 0.37 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 11'- 0.0" -64/ 85V 0/ OH 1.50" 0.14 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Des; n_checked for nett-5 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 4- psf) Lolift at 29 "oc sDac; g. 11-00 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 5 -/ MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.018" @ 2'- 0.7" Allowed = 0.343" it MAX BC PANEL TL DEFL = -0.158" @ 4'- 1.5" Allowed = 0.472" i MAX HORIZ. LL DEFL = -0.007" @ 10'- 11.2" MAX HORIZ. TL DEFL = -0.007" @ 10'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 12 it Truss designed for wind loads in the plane of the truss only. 12.00 V m O to O M-3x5 3 6� llIllihllill m y, " 6 M-3x4 M-1.5x3 1-00 8-00 3-00 'PROVIDE FULL BEARING:Jts:2,6,4,5 I //`�,�,�/ 89 82 p +�p[�j PE r.-- JOB JOB NAME : 7-D POLYGON 7-D NH - J7 Scale: 0.2991 WARNINGS: GENERAL NOTES, unless otherwise noted: / 4p{ • 41, 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual ! "7A O R EG O N OP Truss: J7 and Wamings before construction commences. building component.Applicability of design parameters and proper G�. 7/ 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 2.Design assumes the lop and bottom chords to be laterally braced at - 3.Additional temporary bracing to insure stability during construction _ 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 ` continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). J B LI L + DATE: 8/10/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown•+ SEQ.: El3 4 5 9 31 4.No load should be applied to any component until eller all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D• LINK design loads be applied to any component. and are for'dry condition"of use.5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes lull bearing at all supports shown.Shim or wedge if EXPIRES: {- t 2�3 1t/2ry/� 01 6 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces 1 truss,and placed so their center August 10,2015 TPW,ITCA 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,IncJCompuTrus 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'- 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) 80 2-6=(-65) 115 6-5=( 0) 23 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-213) 0 5-7=(-84) 145 5-3=( 0) 71 WEBS: 2x4 KDDF STAND 3-4=( -23) 40 3-7=(-161) 93 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -29/ 3BOV -61/ 161H 5.50" 0.61 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.9" -148/ 91V 0/ OH 1.50" 0.15 KDDF ( 625) 8'- 0.0" 0/ 116V 0/ OH 5.50" 0.19 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 spacitg. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 3-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 'I' MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.007" @ 2'- 9.2" Allowed = 0.170" 4 -/ MAX TL CREEP DEFL = -0.011" @ 2'- 9.2" Allowed = 0.226" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.178" 12 MAX BC PANEL TL DEFL = -0.034" @ 5'- 0.2" Allowed = 0.290" (1,1 12.007 MAX HORIZ. LL DEFL = 0.011" @ 7'- 7.6" M-4x6 MAX HORIZ. TL DEFL = 0.014" @ 7'- 7.6" Design conforms to main windforce-resisting system and components and cladding criteria. AfPWind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, LP (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), t load duration factor=1.6, o,o Truss designed for wind loads l M,„ in the plane of the truss only. Q.. MilIo M-1.5x3 o I / ..... _ o M6-3x4 M-3x4 M-3x5 .1. y y 2-09-04 5-02-12 ; y k y 1-00 2-11 8-00 5-01 (PROVIDE FULL BEARING;Jts:2,4,7c ,.O p R O ''-9.782P-E'r JOB NAME : 7-D POLYGON 7-D NH - J8 Scale: 0.5500 , - ,4,10, ,.11011, 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 "V O R EG a N Truss: J8 and Warnings before construction commences. building component.Applicability of design parameters and proper �✓ C C�' incorporation of component is the responsibility of the building designer. e�" -K ' 2.2x4 compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at �F 0-1 try'1 '' '- 3.Additional temporary bracing to insure stability during construction ;•:A' +-: 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 - -• continuous sheathing such as plywood sheathing(TC)andror drywall(BC). �Y']; DATE: 8/10/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ .� T SEQ. : Ki3 4 5 9 3 2 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. - fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing et sit supports shown.Shim or wedge if E��//[�PI-RES: 12/31 /'�i necessary. /'1 r �7. � tJ 1 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. August 1 O,2015 8.This design is furnished subject to the limitations set form by 8.Plates shall be located on both faces of truss,end placed so their center TP WViCA 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,IrtcJCompuTrus 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'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1613TR LOAD DURATION INCREASE = 1.15 1-2=( O) 80 2-6=(-122) 184 -6-5=( O) 23 BC: 2x9 ROOF #166TR SPACED 24.0" O.C. 2-3=(-284) 43 5-7=(-157) 234 5-3=( O) 71 WEBS: 2x4 KDDF STAND 3-4=( -87) 73 3-7=(-259) 174 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 BAG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -26/ 435V -90/ 224H 5.50" 0.70 ROOF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 10.9" -136/ 125V 0/ OH 1.50" 0.20 KDDF ( 625) 8'- 0.0" -13/ 155V 0/ OH 5.50" 0.25 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. �,, ,_,•_, „ g. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 5-11-11 AND BOTTOM CHORDI LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" I MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed= 0.133" MAX LL DEFL = 0.012" @ 2'- 9.2" Allowed= 0.270" MAX TL CREEP DEFL = -0.016" @ 2'- 9.2" Allowed = 0.359" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" ° MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" MAX HORIZ. LL DEFL = -0.019" @ 7'- 7.6" MAX HORIZ. TL DEFL = 0.022" @ 7'- 7.6" 12 Design conforms to main windforce-resisting 12.00 V system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, M-4x6 o Truss designed for wind loads I in the plane of the truss only. s 0 LI) 9iI i !.t P111 m N. M-1.5x3 ►� 1 of M-63x4 o M-3x4 M-3x5 2-09-04 5-02-12 1-00 ), 2-11 5-01 y �+�;�` r t1tN 8-00 (PROVIDE FULL BEARING;Jts:2,4,7I 4 Q *g82 PE- JOB NAME : 7-D POLYGON 7-D NH - J9 i ,,, ;72> j -- Scale; 0.4378 e -r X14:- • WARNINGS: GENERAL NOTES, unless otherwise noted: REC •ON (^� lr� 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 .�+J� i4 �'3..` Truss: J9 and Warnings before construction commences. building component.Applicability of design parameters and proper -] .!"�R"!- 1, V '-,•.- 2.204 compression web bracing must be Installed where shown+, Incorporation of component is the responsibility of the building designer. - ' .N\'''. N 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at v is the responsibility of the erector.Additional permanent bracing o} 2'o.c.and at 10'o.c.respectively unless braced throughout their length by • PAUL � continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 8/10/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ.: Ki3 4 5 9 3 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 I D• LINK design loads be applied to any component. and are for"dry condition"of use. EXPIRES: 12/31/2016 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 necessary. August 0,201 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 6.This design is fumished 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 BCS(,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 Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(Weir) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 ROOF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-6=(-216) 270 6-5=( 0) 23 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-354) 75 5-7=(-277) 344 5-3=( 0) 71 WEBS: 2x4 KDDF STAND 3-4=(-158) 118 3-7=(-380) 306 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -44/ 476V -121/ 292H 5.50" 0.76 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 7.6" -51/ 201V 0/ OH 5.50" 0.32 KDDF ( 625) 7'- 11.7" -120/ 162V 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. a BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 7_11_11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.020" @ 2'- 9.2" Allowed = 0.354" MAX TL CREEP DEFL = -0.023" @ - 9.2" Allowed = 0.472" �� MAX HORIZ. LL DEFL = -0.031" @ 7'- 7.6" MAX HORIZ. TL DEFL = 0.032" @ 7'- 7.6" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, sogo 12.00 7 Truss designed for wind loads in the plane of the truss only. 0 rn 0 M-4x6 r- M AP7:: r, I r` M-1.5x3 o =� I M 6'3x4 0 o M-3x4 M-3x5 y 2-09-04 y 5-02-12 y < vp PR . SSS' y y y y *. .. 1C.:' - lQ.0 1-00 y 2-11 5-01 II y 8-00 IPROVTDP.. PUTT. RFARTNGr,Ttn:2.7,4 1 . e.9782P'E c JOB NAME : 7-D POLYGON 7-D NH - J10 „or Scale: 0.3561 4e •OREGON '� WARNINGS: GENERAL NOTES, unless otherwise noted: -Aj_ ,/�,. �O 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shorn and is for an Individual (�F Truss: J10 and Warnings before construction commences. building component.Applicability of design parameters and proper incorporation of component is the responsibility ng g � �� , +(/ NI 2.Ar4 comprossion web bracing must be installed where shown+. Design Wstoof the building designer. ir y- 3.Additional temporary bracing to insure stability during construction 2. assumes the top and bottom chards be latera Ay braced at PAM_ c)%\ is the responsibility of the erector.Additional permanent bracing o} o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 8/10/2015 the overall structure is the responsibility of the building designer. 3.21 Impact bridging or lateral bracing required where shown++ SEQ. : K 13 4 5 9 3 4 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, �v/ pp TRANS ID: LINK design loadsbe applied taany component. and are for"dry condition"of use. EXPIRES. 12/31/2016 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge If necessary. August 10 2015 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. n 6.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 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,InciCompuTrus 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 8'- 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) 80 2-7=(-208) 270 7-6=( 0) 23 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-354) 75 6-8=(-267) 344 6-3=( 0) 71 WEBS: 2x4 KDDF STAND 3-4=(-199) 118 3-8=(-380) 295 LOADING 4-5=( -43) 0 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 TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 6.5" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -44/ 473V -126/ 322H 5.50" 0.76 KDDF ( 625) 7'- 7.6" -52/ 200V 0/ OH 5.50" 0.32 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.7" -172/ 213V 0/ OH 1.50" 0.27 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 8-06-08 ,( fMAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" S MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.019" @ 2'- 9.2" Allowed = 0.354" MAX TL CREEP DEFL = -0.023" @ 2'- 9.2" Allowed = 0.472" MAX LL DEFL = -0.000" @ B'- 6.5" Allowed = 0.054" MAX TL CREEP DEFL = -0.000" @ B'- 6.5" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.030" @ 7'- 7.6" MAX HORIZ. TL DEFL = 0.032" @ 7'- 7.6" 12 Design conforms to main windforce-resisting 12.00 V system and components and cladding criteria. Wind: 140 mph, h=23..5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I load duration factor=l.6, o Truss designed for wind loads i in the plane of the truss only. co M-4x6 ?in /1if MN 41/m � 8ro M-1.5x3 70 1M-3x4 0 M-3x5 7 y y 2-09-04 5-02-12 7 y y PEQR pFe1-00 2-11 5-07-08 y y � 1NSs� Y8-00 0-06-08 - e� .N X Q _,._.J. 'PROVIDE FULL BEARING;Jts:2,8,4 I ,C/ `z- 89782PE JOB NAME : 7-D POLYGON 7-D NH - Jll Scale: 0.3096 li , WARNINGS: GENERALNOTsb unyupo9the„ae ramee -vi, iF/O� REGON ' , 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 � O^ Truss: J 1 1 and Warnings before construction commences. buiding component.Applicability of design parameters and proper V n 2.2x4 compression web bracing must be installed where shown+. incorporation of component Is the responsibility of the buildirq designer. ,Q .V �" 2.Design assumes the top and bottom chords to be laterally braced at 17,c,- i F.y' A5, 'Zc' • 3.Additional temporary bracing to insure stability during construction 2'o.c.and at la o.c.respectively unkss braced throughout their length by -7;1r is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -AUL.( � DATE: 8/10/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown 4.. 1 lJ SEQ. : K 13 4 5 9 3 5 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 Man 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D" LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing at at supports shown.Shim or wedge a EXPIRE S: 12/31/2016 necess, fabrication,handling,shipment and instaiation of components. 7.Design assumes adequate drainage is provided. August 1 O 201 5 6.This design is furnished subject to the limitations set forth by 8.Plates Mali be located on both feces of truss,and placed so their center r TP WVTCA 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 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 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) 80 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-68) 51 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -62/ 302V -32/ 99H 5.50" 0.48 KDDF ( 625) 1'- 9.2" -34/ 29V 0/ OH 5.50" 0.05 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 1'- 11.7" -34/ 46V 0/ OH 1.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.002" @ 1'- 2.9" Allowed - 0.147" MAX BC PANEL TL DEFL = -0.002" @ 1'- 0.1" Allowed - 0.072" 1-11-11 MAX HORIZ. LL DEFL - 0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 12 Design conforms to main windforce-resisting system and components and cladding criteria. 12.00 177 Wind: 140 mph, h=20.2ft, 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. /i. c / 0 l N o 1 to 0 I ��11 4 1�.J M-3x4 1 y y y 1-00 2-00 (PROVIDE FULL BEARING;Jts:2,4,3 g�D PRQe -`t. 89782PE - F�" JOB NAME : 7-D POLYGON 7-D NH - SJl ,..____,�� Scale: 0.6555 WARNINGS: GENERAL NOTES, unless otherwise noted: L' tJ. _ -- 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shovm and is for an individual A -v OREGON O R EOON Truss: S J 1 and Warnings before construction commences. buiding component.Applicability of design parameters and proper - V ^Q " 2.2x4 compression web bracing must be Installed where shown♦, incorporation of component is the responsibility of the building designer. 17_, G '(� fj,� 3.Additional temporary bracing to Insure stability during construction 2.Design and at 10'the top and vettom chords to d throughout urally braced an (-„1-1:44 R y- ', ., a�i`� is the responsibility of the erector.Additional permanent bracing o1 2'continuous at f 0'o.c.respectively as cry unless braced their length by i_ `(�+ sheathing such as plywood Ing(TC)and/or drywall(BC). A,q DATE: 8/10/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ. : K 13 4 5 9 3 6 4.No bad 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 non-corrosive environment, TRANS I D• LINK design loads be applied to any component. and are for"dry condition'of use. 6.Design assumes full bearing at act supports shown.Shim or wedge if EXPIRES: 12/31/2016 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. August 10,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TP WVrCA 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 3'- 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) 80 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-109) 94 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -31/ 322V -61/ 161H 5.50" 0.52 KDDF ( 625) 1'- 9.2" -17/ 64V 0/ OH 5.50" 0.10 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -85/ 108V 0/ OH 1.50" 0.17 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaciipg. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 3 -1 MAX BC PANEL LL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.072" 12 MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" 12.00 7 '' MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-1D, (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. c 0 m 7- o u) FAJMIIIIIIIIII o /- N�34 4�� -7 0 M-3x4 1 y y y J- 1-00 1-00 2-00 1-11-11 PROVIDE FULL BEARING;Jts:2,4,3 89782PE c JOB NAME : 7-D POLYGON 7-D NH - SJ2 ` Z,. z Scale: 0.6043 i- �� _ - --, WARNINGS: GENERAL NOTES, unless otherwise noted: {e,!` "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 A 74?",,,, OREGON O� Truss: S J2 and Warnings before construction commences. building component.Applicability of design parameters and proper llwr'_ r� A 2.2x4 compression web bracing must be installed where shown•. incorporation of component is the responsibility of the building designer. -V Q+. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at - r R ,.`" `, is the responsibility of the erector.Additional permanent bracing of 2'oc.and at t o'o.c.respectively unless braced throughout their length byit continuous sheathing such as plywood required and/or drywall(BC). APLEI- +1 DATE: 8/10/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+f l/1� SEQ.: K 13 4 5 9 3 7 4.No load should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respectrve 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 leads be applied to any component. and are for dry condition"of use. 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing at al supports shown.Shim or wedge if necessary. EXPIRES: 12/31/2016 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 5.pates shall be located on both faces of truss,and placed so their center August 10,2015 TPIIWTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate she of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E to.For basic 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&3TR LOAD DURATION INCREASE = 1.15 1-2-) 0) 80 2-4=(0) 0 BC: 2x4 KDDF #1&3TR SPACED 24.0" O.C. 2-3=(-167) 136 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UGH. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD= 42.0 PSF 0'- 0.0" -24/ 308V -90/ 224H 5.50" 0.49 KDDF ( 625) 1'- 9.2" -90/ 171V 0/ OH 5.50" 0.27 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -128/ 165V 0/ OH 1.50" 0.26 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 'ac spaci�lg. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL PEEL - -0.002" 8 -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP PEEL - -0.003" 8 -1'- 0.0" Allowed - 0.133" 3 MAX BC PANEL LL DEFL - 0.006" 8 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL - -0.005" 8 1'- 0.1" Allowed - 0.072" MAX HORIZ. LL DEFL - -0.002" 0 5'- 10.9" MAX HORIZ. TL DEFL = -0.002" 0 5'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-22.2ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. v�0 Io ,- Jo 01111/111/1 II ' 4 O 1 M-3x4 1-00 y 2-00 y 3-11-11 y �() P.R pt 'PROVIDE FULL BEARING;Jts:2,4,3 ' zi 89782PE fir` . / JOB NAME : 7-D POLYGON 7-D NH - SJ3 / _,77%:.-.01.- Scale: 0.4703 WARNINGS: GENERAL NOTES, unless otherwise noted: .> • 4> -- 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shovm and is for an individual A er 17/��,OREGON '� Truss: SJ3 and Warnings before construction commences. building component.Applicability of design parameters and proper Y1- 29 Q` 2.2x4 compression web bracing must be instaAed where shown•. incorporation of component is the responsibility of the building designer. V Q� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be leteraly braced at •7,9 R�/' '� 1: `c 2'o.c.and at 10'0.0.respectively unless braced throughout their length by A Is the responsibility of the erector.Additional permanent bracing o} continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). AUL r DATE: 8/10/2015 the overall structure is the responsibihry of the building designer. 3.2x Impact bridging or lateral bracing required where shown+c SEQ. : K 13 4 5 9 3 8 4.No load should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D• LINK design bads be applied to any component. and are for"dry condition"of use. 6.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 1.2/31/201 5.CompuTrus hes no control over and assumes no responsibility for the necessary 6 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. August 10,2015 6.This design is fumished 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 size of plate In inches. MiTek USA,lnciCompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 ROOF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-109) 95 1-3=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -27/ 128V -53/ 114H 5.50" 0.21 KDDF ( 625) TOTAL LOAD = 42.0 PSF 1'- 9.2" -44/ 83V 0/ OH 5.50" 0.13 KDDF ( 625) 3'- 11.7" -B9/ 111V 0/ OH 1.50" 0.18 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 'COND. 2: p.-.4.,ea.-,a.-i.,....1,._,.a.,.._,,s:.) V:_;.: .=stttikz...-r crw_4tg. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX BC PANEL LL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.054" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX BC PANEL TL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.072" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" 12 MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9" 2 -/ 12.007 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, 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. m 0 l M ,_ O I ul1 1 NIS 3 SIM M-3x4 y y y 2-00 1-11-11 (� (PROVIDE FULL BEARING;Jts:1,3,2 r �f ) f-R Qt'. _ . ,NGtNI %Q� 89782PE p� JOB NAME : 7-D POLYGON 7-D NH - SJ4 , �i Scale: 0.5842 -- ._- i' WARNINGS: GENERAL NOTES, unless otherwise noted: . I.Builder and erection contractor should be advised of all General Notes 1.This design k bated only upon the parameters shown and Is for an individual A ;`"`-per OREGON on. �, Truss: SJ4 and Warnings before construction commences. buiding component.Applicability of design parameters and proper IP' ^ 2.2x4 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. .t7 ,rq _t'fj + a Additional temporary bracing to Insure stability during construction 2.Design assumes the fop and bottom chords to be laterally braced at • 77' �"i - "� Is the responsibfllry of the erector.Additional permanent bracing of 2'o.c.and at 10'o.s.respectively unless Orated Throughout their length byit. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). p J�U L DATE: 8/10/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �`1 SEQ.: K 13 4 5 9 3 9 4.No load should be applied to any component until after at bracing and 4.Installation of buss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D• LINK design loads be applied to any component. and are for dry condition'of use. 5.CompuTrus has no control over and assumes no responsibility for the B.Design assumes full bearing at al supports shown.Shim or wedge if EXPIRES: 12/31/2016 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. August g uSt� 2 Q 1 5 6.This design k furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss.and placed so their center /"� r TPIMRCA 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 10.For basic connector plate design values see ESR-1311,ESR-1988(MuTck) 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=(-167) 136 1-3=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -19/ 141V -82/ 177H 5.50" 0.23 KDDF ( 625) TOTAL LOAD = 42.0 PSF 1'- 9.2" -130/ 194V 0/ OH 5.50" 0.31 KDDF ( 625) 5'- 11.7" -130/ 166V 0/ OH 1.50" 0.27 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX BC PANEL LL DEFL = 0.006" @ 1'- 0.1" Allowed = 0.054" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX BC PANEL TL DEFL = -0.006" @ 1'- 0.1" Allowed = 0.072" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = -0.002" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.9" Design conforms to main windforce-resisting 2 system and components and cladding criteria. 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), 12 ' load duration factor=l.6, Truss designed for wind loads 12.00 177 in the plane of the truss only. f-+ c 0 r1 v; , f- 1 2� 3► 0 M-3x4 y 2-00 y 3-11-11 c�(Z -R OF61 'PROVIDE FULL BEARING;Jts:1,3,2 I G3 4N Ab. l Cr: 89782PE �" JOB NAME : 7-D POLYGON 7-D NH - SJ5 Scale: 0.4431 WARNINGS: GENERAL NOTES, unless otherwise noted: firr \\ 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 A A OREGON Truss: SJ5 and Warnings before construction commences. building component.Applicability of design parameters and proper , !wj ^Q ' 2.244 compression web bracing must be instated where shown+. Incorporation of component is the responsibility of the building designer. (�� _ _'(i � 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chorda to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 7 o.c.and al 10'o.c.respectively unless braced throughout Mair length by - continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). M/(' {i . DATE: 8/10/2015 the overall structure is the responsibility of the building designer. 3.2‘Impact bridging or lateral bracing required where shown•+ A V L • SEQ.: K 13 4 5 9 4 0 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. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D• LINK design loads be applied to any component. and are for"dry condition"of use. • 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2016 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. 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 August 1 0,201 5 TPIIWTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-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 5'- 10.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-36) 48 3-5=(-186) 142 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-77) 64 WEBS: 2x4 KDDF STAND 3-4=(-10) 4 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -72/ 382V -23/ 74H 5.50" 0.61 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 10.0" -29/ 245V 0/ OH 5.50" 0.39 KDDF ( 625) M-1.5x4 or equal at non-structural vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL1 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacipg. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.051" @ 2'- 10.6" Allowed = 0.309" MAX TC PANEL TL DEFL = -0.064" @ 2'- 10.6" Allowed = 0.463" 5-04-04 0-05-12 MAX HORIZ. LL DEFL = 0.000" @ 5'- 4.3" MAX HORIZ. TL DEFL = 0.000" @ 5'- 4.3" 12 Design conforms to main windforce-resisting 4.00 system and components and cladding criteria. Wind: 140 mph, h=20.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, M-1.5x3 Truss designed for wind loads 4 in the plane of the truss only. 3 II II r-I � 1 M-3x4 M-1.5x3 y y y 5-04-04 0-05-12 y y y 1-00 5-10 P R Otte �6, • ,,`� GINt�`c /2 89782f'_E JOB NAME : 7-D POLYGON 7-D NH - Z1 Scale: 0.5855 WARNINGS: GENERAL NOTES, unless otherwise noted: Z OREGON 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon Ne parameters shown and is for an Individual Truss: Z1 and Warnings before construction commences. building component.Applicability of design parameters and proper -74 2.2x4 compression web bracing must be installed where shown.1.. incorporation of wmponent is the responsibility of the building designer, eq V 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bosom chords to be lateraty braced al • 7ARy Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and et 1 a o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywail(BC). ' t'h r� DATE: 8/10/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �`1 v SEQ.: K14 5 9 41 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS I D: LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the B.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/20 16 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the limitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center August 1 0,201 5 TPIIWTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in Inches. MiTek USA,Inc./CumpuTrus Software 7.6.6(1 L)E 10.For basic connector plate design values see ESR-1311,ESR-t986(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 10.0" 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=(-36) 48 3-5=(-184) 137 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-73) 61 WEBS: 2x4 KDDF STAND 3-4=( 0) 0 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -75/ 383V -23/ 72H 5.50" 0.61 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 10.0" -28/ 243V 0/ OH 5.50" 0.39 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaci}tg. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.053" @ 2'- 10.6" Allowed = 0.309" MAX TC PANEL TL DEFL - -0.066" @ 2'- 10.6" Allowed = 0.463" 12 4.00 MAX HORIZ. LL DEFL = 0.000" @ 5'- 4.3" MAX HORIZ. TL DEFL = 0.000" @ 5'- 4.3" Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x3 Wind: 140 mph, h=20.1ft, 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 II in the plane of the truss only. N I I - - II I > /- M-3x4 M-1.5x3 y 1-00 5-10 P ROFF GtN 'e l� :9782PE JOB NAME : 7-D POLYGON 7-D NH - Z2 Scale: 0.7105 WARNINGS: GENERAL NOTES, unless otherwise noted: / OR ETON Truss: Z 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 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 j 2.2x4 compression web bracing must be installed where shown+. incorporation of component Is the responsibility of the building designer. �•Q� (f�I 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during constructioni 2'o.c.and at 10'o.c.respectively s aced throughout their length by continuous sheathing such as plywood sod sheathing(TC)and/or drywall(BC). - PAUL L n Is the responsibility of the erector.Additional permanent bracing of DATE: 8/10/2015 the overall structure Is the responsibiity of the building designer. 3.21 Impact bridging or lateral bracing required where shown.+ SEQ.: K 13 4 5 9 4 2 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 Ina non-corrosive environment, TRANS I D• LINK design bads be applied to any component. and are for-dry condition"of use. {t7 Jr�{!ry({ 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: 1 G/J I/G V necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shag be located on both faces of truss,and placed so their center August 1 0,201 5 TPIIWTCA in SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. MiTek9.USA,Inc./Com uTrus Software 7.6.6 1 L E 0 Digits indicate ect r plate aIinches.values P ( � 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/4' Center plate on joint unless x,y 6-4-8 1 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. I (Drawings not to scale) Damage or Personal Injury M= Dimensions are in ft-in-sixteenths. 11111Ak 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 BCSI. TOP CHORDS 01 „ 2. Truss bracing must be designed by an engineer.For '/16 wide truss spacing,individual lateral braces themselves ' 9 W EBSAillle 4 may require bracing,or alternative Tor I MI11-1UNIE O Ea_ Q bracing should be considered. 1_� UAi 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. C7-8 C.-7 C5-6 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate ,(2 designer,erection supervisor,property owner and plates 0-'/i from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from *Plate location details available in MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. software or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-131 1,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that yfr Indicated by symbol shown and/or SYP represents values as published specified. by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. %."-,. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved MIN approval of an engineer. reaction section indicates joint S number where bearings occur. 17.Install and load vertically unless indicated otherwise. ! Min size shown is for crushing only. •iiliiil•x 18.Use of green or treated lumber may pose unacceptable ® environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(frontback,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. Mil is not sufficient. BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, hillie ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013