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Plans (418) T- 2 +fit\i . MiTek® MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-264_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: R45124648 thru R45124656 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. �0RED PRQF�s NG!NEF > 89782PE `Y OREGON,P (ZZ- - - '9RY 1b 2,.!ek -AUL • Rl i� !.• t„r 46. 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 R45124648 PL15-264_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 13:53:53 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-3PgAmvXGRtLNnC7tbEC3UCrS8yFT1vAVLj56CBygBiS I 1-0-0 I f __5_1 1 1-2-0 1 Scale=1:25.0 1.5x3 II 1.5x3 II 1.5x3 H 1.5x3 II 1.5x3 H 1.5x3 II 1.5x3 II 1.5x3 11 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 y oisili ' Aore‘ ri a za za / N. -01°.r N. .1r N. i 0 0 0 0 0 0 2 23 22 21 20 19 18 17 �f6. 3x5= 3x5— 1.5x3 II 3x5= 3x5= 3x5= 7-0-14 I 17-7-14 18-2-14 1 14-4-0 I 7-0-14 0-7-0 0-7-0 6-1-6 Plate ill - _ 8:0-1-8 Ed•e ^1- -: d.- LOADING(pst) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Ud 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 BCLL 0.0 Rep Stress!nor 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=-620/0,12-18=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). LOAD CASE(S) Standard �� PRC}F�S 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 ,, ' - G)NE ., Uniform Loads(plf) �,C. �/p! Vert:16-24=-8,1-15=-80 $9782PE Concentrated Loads(lb) Vert:2=-674(F) MIN 9 OREGON q�h y, &u ayib244, PAUL ,,,,,4 EXPIRES: 12/31/2016 August 7,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MlI-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 Pill is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the p; , * erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 9Y1 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPll Quality Criteria,OSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available horn Truss Plate Institute,781 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Suite 109 nitros Height`CA 95610 J Job Truss Truss Type Qty Ply POLYGON R45124649 PL15-264_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 13:53:54 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-XbOZzFYuCATEPMi39xj11 QOZ6MZomLdfZNgfkdygBiR • 1 0-10-12 1 1 1-2-0 1 1 4-10-8 1 1 2-6-0 I Scale:1/2"=1' 1.5x3 11 3x4= 1.5x3 11 3x4= 1.5x3 11 3x4= 1.5x3 II 1 2 3454= 4 5 6 7 8 0 0® _ _ \ o N p d O 6 e •1 13 12 11 10 9 3x4 = 1.5x3 11 1.5x3 11 4x6= 3x6= 3x4= 1 1-1-12 1-8-12 12-3-12 I 13-8-4 1-1-12 0-7-0 0-7-0 11-4-8 Plate Offsets(X.Y)— [2:0-1-8.Edge].[3:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) 1/deft Ud 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!nor 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=596/044,9=596/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-819/0,3-4=-1502/0,4-5=-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. ; PRQ FSS' c. 1JGINE1� /O Lt' 8.782PE t' , '.°..7 9�OREGON a••• Q • h" PAUL ��J EXPIRES: 12/31/2016. August 7,2015 ®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 � ��.: 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 __Cilr,c N>'nhk CA 9561. Job Truss Truss Type Qty Ply POLYGON R45124650 PL15-264_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 13:53:55 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-?nyxAbZWyUc51WHGifEXZdwpLm?ZVgaoo1aDG3ygBiQ 2-6-0I P-r5'14i 1 1-2-0 1 1 0-8-14 1 Scale=1:22.8 1.5x3 H 1.5x3 I I 3x4= 354= 1.553 H 3x4 = 1.5x3 1 2 3 4 5 354= 6 7 8 o o /_ 0\°I _ '' N O O O 14 13 12 11 10 3x4= 3x6 =1.5x3 H 1.5x3 H 3x6 = 3x4= 5-10-2 6-5-2 7-0-2 13-1-8 5-10-2 0-7-0 0-7-0 6-1-6 Plate Offsets.X,Y)— [4:0-1-8.Edge].15:0-1-8.Edg J LOADING(psi) SPACING- 1-7-3 CSI. DEFL, in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 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. REO PROFt Qo k, 897822E r 0:4°,2\ MN 94,OREGON �'�t"Q' -7� CAUL R�� EXPIRES: 12/31/2016 August 7,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MI1-7473 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 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the tt g erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IV JI i0 fabrication,qualify control,storage,delivery,erection and bracing,consult ANSI/1P11 Quality Criteria,058-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citmc Heightq CA 95610 Job !Truss Truss Type Qty Ply POLYGON R45124551 PL15-264_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 13:53:56 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-U_WJOxZBjokyffsSGMIm6rT_v91TEGty1 hJmpVygBiP i________20 I !- 1-8-6 i ! 1-2-0 ! !0-8-14 1 Scale=1:25.0 1.5x3 H 3x4= 1.5x3 11 3x4= 1.5x3 H 3x4= 1.5x3 1 2 3 4 53x4 6 7 8 a 9® _ • � o B ®�_ \ 1 13 12 11 10 3x4= 3x6= 1.5x3 11 1.5x3 11 3x6= 3x4= 1 7-0-14 17-7-14 18-2-14 1 14-4-4 7-0-14 0-7-0 0-7-0 6-1-6 Plate Offsets Y ':i- -;__the :4- 5 •.e) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud 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 IBC2012ITP12007 (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=0f760,5-10=-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. .0 PROFp 4G... ‘ GIN 4 9782PE f : S77 OREGON p*t" vr -7.9, &4RY16 e fi AA UL R�� EXPIRES; 12/31/2016 August 7,2015 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M8-7473 rev.02/18/2015 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. l� Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction 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 lYI 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 Job Truss Truss Type Qty Ply POLYGON R45124652 PL15-264_OPPER 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 13:53:56 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-U_WJOxzajokyffsSGMIm6rT_I9JyEJXy1 hJmpVyqBiP I 2-0-10 I I 1-2-0 1 1 0-8-14 1 1 2-6-0 Scale=1:18.0 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 II 1 2 3 3x4= 4 5 6 e o ® o 0 N O O O/ 1 10 9 83 .'' 1.5x3 II 1.5x3 II 3x6 = 3x4= 3x4= - 2-3-10 2-10-10 3-5-10 9-7.0 2-3-10 0-7-0 0-7-0 6-1-6 Plat- OA sets 2:0- -:Ed.e :6-1-8 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) I/deft Ud 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) 1116/0-2-12,7=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. �ti�, ro PRaFFS �cD �,yGINE�19 s/0 2 �' 89782PE 1 IN sy r•REGON o'.•, 1,9ir HAULiQ EXPIRES: 12/31/2016 August 7,2015 r ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE . � � Design valid for use only with 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 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' 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/TPIl Quality Criteria,DSB-89 and 6CSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 I citrus Haight,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45124653 PL15-264_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 13:53:57 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-yA4hbHamUSspGpReg3G?e203vZYjzhM5FL3JLyygBio I 2-6-0 I 2-1-12 11 1-2-0 110-9-8 1 2-3-0 I 1 1-2-0 I I 1-4-0 1 1-6-0 1 Scale=1:27.8 1.5x3 I I 3x5= 1.5x3 I I 1.5x3 I I 3x4= 1.5x3 II 3x4 = 1.5x3 II 3x6= 1.5x3 1 2 3 4 5 6 7 8 9 10 e L • —/4444444444040444, - _z-iiiiiiiiiiiiii4404 _ 000000.•••••••• _ e �® be al ®°//� 'ke 1> 16 15 14 13 12 11 3x4= 3x4= 3x4= 3x6= 1.5x3 II 3x5= 3x4 = 12-10-12 1 4-10-12 15-5-12 16-0-12 1 11-8-12 12-3-121 1 15-11-12 4-10-12 0-7-0 0-7-0 5-8-0 0-7-0 0-7-0 3-1-0 Plate Offsets . :0-1-8 .. 12:0-1-8 _d.- 15:0-1-8 the .-0-1-8 d•e LOADING(psf) SPACING- 1-7-3 CSI. DEFL- in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.64 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/TPI2007 (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 16-174/1468,15-16=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. Strongbacks to be attached to walls at their outer ends or restrained by other means. saV PR©rfiss �� -`� t,‘G.11\44.,c� ,O 2 `t- 89782PE �1- imir - OREGON -' -7,s,ir pAUtRxifiy -lb,�� EXPIRES: 12/31/2016 August 7,2015 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ml1-7473 rev.02/1612015 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. �a 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/TP11 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 sifnrs Height,CA 95910 Job Truss Truss Type Qty Ply POLYGON R45124654 PL15-264 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 13:53:58 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-QMe3pdbPFP guzOgOnnEBGYKrz?RiD8EU?ottOygBiN I 1-9-14 I I 1-2-0 1 I 0-8-14 I I 2-6-0 I Scale=1:17.6 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 11 1 2 3 3x4= 4 5 6 e a % =e 0 e e e o 11 10 9 8 • 1.5x3 11 1.5x3 II 3x6=- 3x4 3x4= 3x4 = 2-0-14I 2-7-14 3-2-14 9-4-4 2-0-14 0-7-0 0-7-0 6-1-6 _late• sets XY 2:11-1-8 . 'I- s d•e 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 Ince 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 06/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 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. QED PRQ1ps mac`:2 NG!N fi19 `�c 89782PE �Fi All, 9� •REGONp^ Q 1,9 C'gRY Ab•_ c``` 'rNs PAUL ' EXPIRES: 12/31/2016 August 7,2015 t ®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. �a 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 'q�e « erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/T811 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Suite 109 f.itnrc Heightq CA 99614 Job Truss Truss Type Qty Ply POLYGON R45124655 PL15-264_UPPER FOB Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc. Fri Aug 07 13:53:59 2015 Page 1 iD:DFkz9p3tCrPAGZnVberKOtyJvgB-uZBSOzc10j6XW7b1 xUJTkT5MGNFRRbbOjIYQPgygBiM I 2-6-0 I2-1-12 11 1-2-0 11 0-9-8 1 2-3-0 I I 2-3-0 l I 1-2-0 110-8-8 1 Scale=1:28.5 1.5x3 I I 3x5= 1.5x3 I I 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 H 4x4= 1.5x3 11 1 2 3 4 5 6 7 8 9 10 i •Z ' —41111111141111111111111111114111111111111111f ! . o o e -4.- 1''7 16 15 14 13 12 .ec' 3x4 = 3x4= 3x4= 3x6 = 1.5x3 II 4x4= 3x4 = 12-10-12 I 4-10-12 [0-5-120-0-12111-8-12 '!2-3-12I 1 16-4-4 1 4-10-12 0-7-0 0-7-0 5-8-0 0-7-0 0-7-0 3-5-8 Plate Offsets(X.Y)— [7:0-1-8.Edge].112:0-1-8.Edge],05:0-1-8.Edge].j16:0-1-8.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 0.71 Vert(LL) -0.25 14-15 >783 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.76 Vert(TL) -0.39 14-15 >501 360 BCLL 0.0 Rep Stress Incr YES WB 0.52 Horz(TL) 0.05 11 n/a n/a BCDL 5.0 Code IBC2012JTP12007 (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=714/0-4-4,11=714/0-4-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2435/0,3-4=-2435/0,4-5=-2435/0,5-6=-2821/0,6-7=-2821/0,7-8=-2063/0,8-9=-2063/0 BOT CHORD 16-17=0/1509,15-16=0/2435,14-15=0/2698,13-14=0/2063,12-13=0/2063,11-12=0/1552 WEBS 3-16=-319/0,4-15=0/287,8-12=-559/0,2-17=-1629/0,2-16=0/1028,7-14=0/894,6-14=-276/0,5-15=-526/0, 9-11=-1675/0,9-12=0/946 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. —N. ANG]NE h' /�� -57 cc- 89782PE r. J Fi S - •RECON p'` 9,4 �9Ay 16'� ,, BAUL- R' EXPIRES: 12/31/2016 August 7,2015 t ' ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/1612015 BEFORE USE Design valid for use only with MEek 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 MI is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the ' + erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding rek fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/T911 Quality Criteria,DSB-89 and BC51 Building Component 7777 Greenback Lane Safety Informa8on available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Job Truss Tress Type Qty Ply POLYGON R45124656 PL15-264_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 13:54:00 2015 Page 1 I D:DFkz9p3tCrPAGZn V berKOtyJvgB-MllgEJcfn0E07HADVCgiGheXZnbxA2zXyJ HyHyg8iL I 2-6-0 21-12 I I 1-2-0 11 0-9-8 1 2-3-0 I I 2-3-0 1 1 1-2-0 I Q-6-12 Scale=1:28.2 4x4= 1.5x3 II 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 i ,.e __ 1111111111114111111141111111141111141 d -:' ' -", e ®® o 1 16 15 14 13 1211 3x4 = 3x4= 3x4= 3x6= 1.5x3 II 4x4= 3x4 = 12-10-12 I 4-10-12 15-5-1216-0-12 I 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.Y)— p:0-1-8.Edge].[12:0-1-8.Edge].[15:0-1-8.Edge].[16:0-1-8.E ge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL- in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.74 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. `(•(0 PRQfiFS�1 444 2 8.782PE / •''),e . • 572 OREGON p'��Q •9,Q �AlRY 15,E PAUL ir ? EXPIRES: 12/31/2016 August 7,2015 ®WARNING-Verity 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 !Alibi(,f� - erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding !A fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,058-89 and MS!Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 rlf_Heghts,cA 4551n Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 1 3 " Center plate on joint unless x,y offsets are indicated. I 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property /4 (Drawings not to scale) Damage or Personal Injury MI. Dimensions are in ft-in-sixteenths. 1111� 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 1 „ 2. Truss bracing must be designed by aln engineer.For 0'/16 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I _ IL\11111111p pbracing should be considered. ■_� 3. Never exceed the design loading shown and never a U stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building c�s C6-7 cs-s designer,erection supervisor,property For 4 x 2 orientation,locateg p p p rty owner and plates 0 'na' 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 y protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available In MITek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate io.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR 1311,ESR 1352,ESRI988 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 ite��iIndicated by symbol shown and/or specified. by text in the bracing section of the 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. If indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. I Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 Mitek®All Rights Reserved approval of an engineer. ■=40 reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. 40 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 111 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. M: Tekt BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.02/16/2015 Re: 7-A GE AT GARAGE NH-KD 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: K1345829 thru K1345848 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. P R Gress -6, p 2 `t' 89782PE pf" 94y OREGON e y� °AIRy15*2t<Q' UL iRL 12 3 /2QT_fi_ 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 TRUSS SPAN 16'- 6.5" FOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacihg. TC: 2x4 KDDF RIGBTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 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=29.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, TOTAL LOAD = 42.0 PIF Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. Gable end truss on continuous bearing wall UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M-1x2 or equal typical at stud verticals. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP complete specifications. AND BOTTOM.CHORD LIVE LOADS ACT NON-CONCURRENTLY. • 8-03-04 8-03-04 T T T 12 IIM-4x4 12 14.00 7 ,a a 14.00 ,4IlIiilhk\ Le, 111..11111111 .2 1.7' i o M-3x4 M-3x9 .'SV‘ p PRQ1 b ), b <g t.NGINE&-,S, /0 1-00 16-06-08 1-00 'C? "�9 'r ,89782PE r i. JOB NAME : POLYGON NW PLAN 7—A NH — Al Scale: 0.2641 WARNINGS: GENERAL NOTES, unless otherwise noted: fs�' OREGON s�s�.� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: Al and Warnings before construction commences. building component.Applicability or design parameters end proper '� �/ (yd ��` 2.2s4 compression web bracing must be installed where shown s. Incorporation of component is the responsibility of the building designer. �� L/1 G V 3.Additional temporary bracing to Insure stability during construction 2.Design assumesa n.lop and bottom chords ion to be laterally braces length 7 "1 p '�J _j is the responsibility of the erector.Additional permanent breGng or T titin and at 10'on.respectively unless braced throughout their IengU by v DATE: 8/10/2015 the overall structure is me responsibility r the building designer. gommpoas sheathing even as plywood aneatnmg(Tc)and/or drywau(Bq. PAUL. , pon ty o g g 3.2s Impact bridging or lateral bracing required where showno SEQ. : K 13 9 5 8 2 9 4.No bad should be applied to any component until after all bracing and 4.Installadon of truss Is the responsibility of the respective contractor. Design are complete and et 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. end are for"dry condition"g use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Dee�lgn assumes roll bearing at dl supports ahpwn.Shim m wedge g EXPIRES: 12/31./201..6 sery.um fabrication.handling,shipment end installation of components. 7.Design assumes adequate drainage is provided. August 10 r 201 5 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and pieced so their center TPkWICA In SCSI.copies of which will be furnished upon request. lines coincide with joint center lines. .Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8 1L-E 10. For basic connector design values see ESR-1311,ESR-1 g88(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 16`- 6.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 81&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 86 2- 8=(-84) ) BC: 2x4 KDDF 81&BTR SPACED 24.0" O.C. (- ) 485 8- 4=(-260 530 WEBS: 204 KDDF STAND 2- 3=(-704) 207 8- 6=(-70) 383 8- 4=(-269) 530 3- 4-(-546) 278 8- 5=(-270) 278 LOADING 4- 5-(-546) 278 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-704) 207 BC LATERAL SUPPORT <- 12"0C. UON. DL ON BOTTOM CHORD - 10.0 PSP 6- 7=( 0) 86 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" -149/ 809V -292/ 292H 5.50" 1.29 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 16'- 6.5" -149/ 809V 0/ OH 5.50" 1.29 KDDF_-(_625) BOTTOM CHORD CHECKED FOR 1SPSF LIVE LOAD. TOP f2OND. 2: Design checked for net(-5 psf) uplift at 29 "ow vga-ojjtg, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 8-03-04 8-03-04 VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 f ,� - MAX LL DEFL - -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -I'- 0.0" Allowed - 0.133" 4-03 4-00-04 4-00-04 4-03 MAX LL DEFL - -0.002" @ 17'- 6.5" Allowed = 0.100" T f T T 1' MAX TL CREEP DEFL= -0.003" @ 17'- 6.5" Allowed = 0.133" 12 12 MAX TO PANEL LL DEFL = -0.019" @ 10'- 0.2" Allowed = 0.387" M-4x6 MAX BC PANEL TL DEFL = -0.047" @ 3'- 9.1" Allowed = 0.498" 14.00 17 N 14.00 4.0" MAX BORIZ. LL DEFL - 0.006" @ 16'- 1.0" 4 ,pMAX HORIZ. TL DEFL = 0.009" @ 16'- 1.0" .5 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. Al M-1.5x3 0 ,-1io of !!y vt o8 = o 0 1 -3x8 M-3x4 o y 8-03-04 b 8-03-04 y ��0 PRQpFs 1-SOy 16-06-08 1-00y C,'~GJ c'... -9 ,Ola `t' 89782PE Tc,. JOB NAME : POLYGON NW PLAN 7-A NH - A2 Scale: 0.2614 WARNINGS: GENERAL NOTES, unlessotherMd:senote , OREGON � Truss: A2 1.Bolder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for en indNldual and Warnings before construction commences building component Applicability of design parameters and proper J (� 2.2x4 compression web bracing must be metalled where shown+, iincorporationofcomponent Is the responsibility of the building designer. V4ii 9j - 3.Additional temporary bracing to Insure slablllty during construction 2.Design assumes the top and bottom chords to be laterally braced el Is the responsibility of the erector.Additional permanent bracing of 2 o.c.and at 10 o.c.respectively unless braced throughout their length by �� DATE: 8/10/2015 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r. ,S U.� the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+a /i SEQ. : K1345830 4.No bad should be applied to any component until after all bracing and 4,mslallanoo of Inks Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than s.Design assumes trusses are to be used in a noncorrosive environment. TRANS ID: LINK design loads be applied to any component. and ere for"dry condition•of use. 5.CompuTrus has no control over end assumes no responsibility for the 6. Design assumes lull bearing al all supports shown.Shim on wedge ft EXPIRES: 12/31/2016 fabrication.handling,shipment and Installation of components, necessary.7.i.Design assumes adequate drainage is provided. August 1 0,2015 6.This design Is famished subjectthe limitations set forth by 8.Plates shell be looted on both laces of Wes,and placed so their center TPIAYICA In BCSI,copies of whi81 ch will be furnished upon request lines coincide with joint center lines. MiTek USA,Inc./Com u7rus Software 1 LE 7.6.6 - g.Digits indicate sloe of plate In Inches. R ( ) 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 16-06-08 GIRDER SUPPORTING 35-01-08 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x6 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-6136) 1370 1- 6=(-864) 3722 2- 6=( -630) 2990 BC: 2x6 KDDF #141370 2- 3=(-4064) 1042 6- 7=(-868) 3740 2- 7=1-1886) 570 WEBS: 2x4 KDDF STAND; LOADING 3- 4=(-4064) 1042 7- 8=1-778) 3740 7- 3=(-1494) 5772 2x4 DF STAND A; LL = 25 PSF Ground Snow (Pg) 4- 5=1-6136) 1370 8- 5=(-774) 3722 7- 4=(-1886) 570 2x6 KDDF #2 B TC UNIO LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 16'- 6.5" V 8- 4=( -630) 2990 BC UNIF LL( 414.1)+DL( 301.61= 715.6 PLF 0'- 0.0" TO 16'- 6.5" V TC LATERAL SUPPORT 0= 12"0C. 00N. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT 0= 12"0C. UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -1450/ 6448V -256/ 256H 5.50" 10.32 KDDF ( 625) 16'- 6.5" -1450/ 6448V 0/ OH 5.50" 10.32 KDDF ( 625) ( 2 ) complete trusses required. BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Join together 2 ply with 3"x.131 DIA GUN nails staggereat: 9" o in 2 row(s) throughout 2x6 top chords, ICOND. 2: Design checked for net)-5 psf) uplift at 24 "oc spacing. 7" oc in 2 rows) throughout 2x6 bottom chords, 9" o in 1 row(s) throughout 2x4 webs, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 • 9" oc in 2 row(s) throughout 2x6 webs. MAX LL DEFL = -0.039" @ 4'- 5.2" Allowed = 0.781" MAX TL CREEP DEFL = -0.079" @ 4'- 5.2" Allowed= 1.042" MAX HORIZ. LL DEFL = 0.014" @ 16'- 1.0" 8-03-04 8-03-04 MAX HORIZ. TL DEFL = 0.024" @ 16'- 1.0" 1' '1 1' 4-06-15 3-08-05 3-08-05 4-06-15 Design conforms to ma) windforce-resisting T T f T T system and componentsand cladding criteria. 12 12 M-4x10 Wind: 140 mph, h=24.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 14.00 7N14,00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 4.0" load duration factor=l.6, Truss designed for wind loads 1111 in the plane of the truss only. M-3x6 M-3x6 2 C Al7' 11 o tm - 11 ,, i1®�I�� 1j, 1 . 6 7 8 • ..m 0 o M-5x10 M-3x8 ` M-7x10 M-3x8 M-5x10 to y 4-05-03 y 3-10-01 y 3-10-01 y 9-05-03 y �`4tU P R Q r s ), y Q. 4 ‘AGI N E.&••IC? f1, 16-06-08 c 89782PE r JOB NAME : POLYGON NW PLAN 7-A NH - A3 Scale: 0.2332 \t ..:..... WARNINGS: GENERAL NOTES, unless otherwise noted: t,..�ey OREG(''�r.1 �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 ' O 1 V h .•„ Truss: A3 end warnings before construction commences. building component.Applicability of design parameters and proper (.641R h'V ( 2.2x4 compreaslon web bracing must be Installed where shown e. incorporation of component Is the reaponaibillty of the building designer. ..CI tJ,q RY 5 V 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap and bosom chortle to be laterally braced et 7 Is the responsibility of Me erector.Additional permanent bracing of 2'o.c.and et 10'o.c,respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). {.. P^ri A Ol �\ DATE: 8/10/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown c SEQ. : K 13 4 5 8 31 4.No load should be applied to any component until after ell bracing and 4.Installation of truss is the responsibility of the respective convector. fasteners ere complete and at no time should any loads greater.than 5.Design assumes vases are to be used in a non-corrosive environment, TRANS I D^ LINK design wads be applied to any component. and ere fo^cin nonainon of use. 5.CompuTlus hes no control over end assumes no responsibility for the 8.Design assumes full bearwg al all supporta shown.Shim or wedge B EXPIRES: 12/31/2016 ssary. fabrication,handling,shipment and installation of components. 7.oas gn assumes adequate drainage Is provided. August 10,2015 6.This design is furnished subject to the limitations set forth by 9.Plates shall be located on both feces of truss,and placed so their center TPIIWTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines, 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.8.6(1L)-E 10.For basic connector plate design values see ESR-1311,ES16-1958(MIMIC • This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 0.0" COND. 2: Desi•n checked for net -5 •sf) uplift at 24 "oc spall. g. TC: 2x4 KDOF #16BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting BC: 2x4 ROOF #16BTR SPACED 24.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 1.2"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, hts), En TCDL-9.2,BCDL-6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=1.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UO V. 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 10PSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 3-06 3-06 1 T T 12 12 IIM-9x4 19.00 V 2 19.00 Al. O ,_ -/O o 41L o �iiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiii/ii�iiiiy ilii --,7 0 M-3x4 M-3x9 b b 7-00 4:04 pRQ1 c,5 ENGINE 9 s's/,0 w 2 `r 89782PE )v- JOB NAME : POLYGON NW PLAN 7—A NH — Bl Scale: 0.5570 WARNINGS: GENERAL NOTES, unless otherwise noted: t /.., T ru s s: B 1 Builder and erection connector should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an IndNldual y OREGON a'•-- and Warnings before construction commences building component.Applicability of design parameters and proper 2 2x4 compression web bradng must be Installed where shown♦. Inwrporeaon of component is the responsibility of the building tleslgner. 3.Additional temporary bracing to insure stability during constructor 2 Design assumes the tap and bottom ace to be laterally braced at X9,, it' Uq R y 5. `t' ` is the responsibility of the erector.Additional permanent bracing of 2 8.and at 10 o c.respectively unless braced throughout their length by �.•� DATE: 8/10/2015 the overall structure Is the responsibility of the building designer. continuoussrepa tsheathing such as plywoodcrequired uire dw ere and/or drywall(BC). '` !1��.� Csl 4.No cad should be applied to an 3.2x Impact bridginger lateral bracing required where shown•• P s' SEQ. : Ki3 4 5 8 3 2et y component unto after all bracing and 4.Installation of truss Is the responsibilitytsee of the respective contractor. fasteners ere complete and at no lime should any loads greater then 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: LINK design wads be applied to any component arra are c en conditionof use. 5.CompuTns has no control over and assumes no responsibility for the 8.Design sesames lull bearing al all supporta shown.Shim on wedge 8 EXPIRES; 12/31/2016 fabrication,handling,shipment and instafatlon of components, necessary. ♦♦q 6.Thisdespnisfamishedsubject toatelimitations set forthby 7.Pesignhasumeloadedon drainage is truss, August 10,2015 8.Pietas shall be located on both feces of truss,and placed so their center 171/W7CA w SCSI,copies of which will be Nmlehed upon request. lines coincide with joint center lines. MiTek USA,Inc./Com uTrus Software 1 7.8.8 l- 9.Digits indicate size of plate in inches. p ( )E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) IMMIIIIMIIIIMINIMIIIIINIIIMI This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 29'- 8.5" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I TC: 2x4 KDDF #10870 LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting BC: 2x4 DF #1&BTR; SPACED 24.0" O.C. 2x4 KDDF #1&BTR Bra system and components and cladding criteria. LOADING TC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=22.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT 0= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=1.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. 12-09-09 12-04-04 12 7.00 IIM-4x4 12 2 Q 7.00 �� WHEN A FLAT BOTTOM CHORD GABLE TRUSS SUPPORTED ON TOP OF A BEARING WALL SITS NEXT TO SCISSOR TYPE TRUSS(ES), A HINGE TYPE CONNECTION WILL BE CREATED BETWEEN THE TOP PLATE OF THE BEARING WALL AND THE BOTTOM CHORD OF THE GABLE TRUSS DUE TO THE LACK OF LATERAL BRACING PROVIDED BY A RIGID CEILING AT THE HINGE CONNECTION POINT.THE TRUSS DESIGNER ASSUMES NO RESPONSIBILITY FOR THE DESIGN OF THE LATERAL BRACING TO THIS HINGE CONNECTION SATUATION.COMPETENT PROFESSIONAL ADVICE MUST EDRELATIVE LTA BRACINGBE OBTAINTO THE HINGE RECONNECTIONTOTHE SITUATION.PROPERAERL Kw-,,,,,,,,,,,,,,„ 9B r, iIIIIIi . M-3x5(5) o M-3x4 M-3x4 • )' b ._._y - 10-00 19-08-08 ,,o PROF. /.24-08-08 . V" � 44 $9782PE ter" JOB NAME : POLYGON NW PLAN 7-A NH - Cl Scale: 0.3040 < -�> WARNINGS: GENERAL NOTES, unless otherwnae noted: 4) Truss: C 1 1.Builder and erecden contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual "9 OREGON e1 and Warnings before construction commences. building component.Applicability of design parameters and proper ",/(�� O 2.2z4 compression web bracing must be Installed where shown+. Incorporetlon of component Is the responsibility of the building designer. +VA, &,S A Y •\l �� 3.Additbnal temporary bracing to Insure stability during conslmctMn 2.Design assumes me lop and bottom chords la be laterelly braced at K� /s� Y� la the responsibility of the erector.Additional permanent bracing of 2'o.c,end at 10'o.c.respectively unless braced throughout their length by 1�+ L �\NI DATE: 8/10/2015 me overall structure is the responsibility or the building designer. continuous sheathing such as plywood sheathbg(TC)and/or drywati(BC). P n U 3.2z Impact bridging or labral bracing required where shown++ `'1 SEQ. : K 13 4 5 8 3 3 4.No load should be applied to any component until after ell bracing and 4.Installation of trues Is the responsibility of the respective contractor. fasteners are complete and at no Nine should any loads greeter than 5.Design assumes trusses are to be used m a noncorrosive environment, TRANS I D: LINK design loads be applied toany component. and are for'dry condition.of use. 5.CompuTrus has no control over and assumes no responsibility for the a nGacei esu assumes full bearing at ell supports Mown.Shim or wedge H EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. ry 5.This design is furnished subject to the limitations set forth by 8.Platshall s on drainage b provided. and 1 0,2015 8.Plates be baited on both faces of truss, places so moo-center TPUWTCA In SCSI,copies of which will be furnished upon request, lines coincide with Joint center lines. MiTek USA,Inc./Com uTrus Software 1LE 7.6.6 - 9.Digits Indicate size of plate In Inches. p ( ) 10.For bask connector plate design values see EBR-1311,ESR-1988(MiTek) ( - I This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 24'- 8.5" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2855) 608 1- 7=(-473) 2459 7- 2=( -195) 1460 BC: 2,1 KDDF 51&BTR SPACED 24.0" 0.C. 2- 3=(-1140) 335 7- 8=(-466) 2901 2- 8=(-1691) 453 WEBS: 2x9 KDDF STAND 3- 4=( -987) 311 8- 9=(-199) 1225 8- 3=) -172) 678 LOADING 4- 5=(-1594) 313 9- 5=(-198) 1227 8- 4=) -556) 202 TC LATERAL SUPPORT 1= 12"01. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 57 4- 9=( 0) 326 BC LATERAL SUPPORT 1= 12"01. UON. DL ON BOTTOM CHORD= 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 0.0" 12.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For hanger LL - 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) g specs. - See approved plans 0'- 0.0" -135/ 1037V -168/ 162H 5.50" 1.66 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 24'- 8.5" -179/ 1157V 0/ OH 5.50" 1.85 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. COND. 2: Desi•n checked for net -5 •sf) uplift at 29 "oc sp21.J4g. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL - -0.125" @ 5'- 9.0" Allowed = 1.190" MAX TL CREEP DEFL = -0.248" @ 5'- 9.0" Allowed = 1.586" MAX LL DEFL = -0.002" @ 25'- 8.5" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 25'- 8.5" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.077" @ 24'- 3.0" 12-04-04 12-04-04 MAX BORIZ. TL DEFL - 0.128" @ 24'- 3.0" T 1' 1' Design conforms to main windforce-resisting 5-10-12 6-05-08 5-03-07 7-00-13 system and components and cladding criteria. 12 Wind: 140 mph, h=22.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7.00 IIM-4x4 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Q 7.00 load duration factor=l.6, 4.0" Truss designed for wind loads 3 ,p-4 in the plane of the truss only. 8 M-3x4 M-3x6 r' r eeN I VIII M-3x5 Lo M-5x6 o 'O Calm, o 1** 8 9 -�5 o M-5x10 M-1.5x3 M-3x4 0 4 3.50 3.50 Cu,. 12 12 b y ), ), y 5-09 5-03-08 6-07-03 7-00-13 r G r y 5-09 y 5-03-08 y - 13-08 1-00 �\��` ` P �`t /© 24-08 08 \" 8782PE c"" JOB NAME : POLYGON NW PLAN 7-A NH - C2 •Scale: 0.2375 ��K:. / WARNINGS: GENERAL NOTES, unless otherwise noted: V Truss: C 2 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 "7 OREGON q'.--Q^, and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component la the reaponaibility of the building designer. (,Asb q RY A2 ,.(p 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at 7 is the responsibility of the erector.Additional permanent bracing of 2'o.c.end at 10'o.c.respectively unless braced throughout their length by `` continuous sheathing such as plywood sheathing(TC)and/or drywail(BC). �}, R1 DATE: 8/10/2015 the overall structure la the responsibility of the building designer. 3.2x Impact bridging or labral bracing required where shown++ SEQ.: Ki 3 4 5 8 3 4 4.No load should be applied to any component until after a)bracing and 4.Installation of buss is the reepse&hfllty 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 ID: LINK design leads be applied to any component. and etc ten'dto oenditioe'at ace. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes lull bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2016 ,. fabrication,handling, asary. shipment and Installation of components. q 7.Design assumes adequate drainege Is provided. August 1 0,201 5 S.This design is furnished sublecl to Be timiletthns set forth by 8.Plates shell be located on both faces of truss,end placed so their center TPIAVTCA In Boot,copies of which will be furnished upon request. lies coincide with Joint center tees. uTrus Software 7.6.6(1L-E 9.Digits Indicate size of plate in inches. MiTek USA,Inc./Com P ) 10.For bask connector plata design values see EBR-1311,ESR-teas(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 1.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 1- 2=1-2890) 810 1- 7=N543) 2985 7- 2=( -234) 1975 2x6 KODF #1&BTR T2 SPACED 24.0" O.C. BC: 2x4 KDDF #1&BTR 2- 3=(-1185) 519 7- 8=(-534) 2426 2- 8=(-1650) 445 WEBS: 2x9 KDDF STAND 3- 4=( 0) 0 8- 9=1-387) 1244 8- 3-) -217) 641 LOADING 3- 5=1-1025) 424 9-10=1-386) 1245 8- 5-) -547) 364 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-1540) 527 10- 6=1-927) 1229 5- 9=( 0) 232 TC LATERAL SUPPORT <- 12"0C. UON. DL ON BOTTOM CHORD= 10.0 PSF BC LATERAL SUPPORT <- 12"OC. UON. TOTAL LOAD= 42.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 24" OC ION. FOR 0'- 0.0" -241/ 1057V -126/ 128H 5.50" 1.69 KDDF ( 625) ALL TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 24'- 2.5" -17/ 365V 0/ OH 131.00" 0.58 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 35'- 1.5" -760/ 1084V 0/ OH 131.00" 1.74 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-1.5x4 or equal at non-structural AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. vertical members (uon). VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = -0.125" @ 5'- 9.0" Allowed = 1.187" MAX TL CREEP DEFL = -0.248" @ 5'- 9.0" Allowed = 1.583" Unbalanced live loads have been considered for this design. MAX HORIZ. LL DEFL = 0.079" @ 24'- 8.4" MAX HORIZ. TL DEFL = 0.130" @ 24'- 8.4" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 17-06-12 17-06-12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), '( , load duration factor=1.6, 5-10-12 6-05-08 5-02-08 0-00-15 17-05-13 Truss designed for wind loads T f f in the plane of the truss only. 12 I IM-4x9+ 12 M-5x6 12 7.00 4 Q 7.00 Q 7.00 Gable end truss on continuous bearing wall. M-1x3 or equal typical at stud verticals. Refer to MiTek gable end detail for complete specifications. M-4x6 r; 3 �h ,':14-4x4111 M-5x6+(S) 4'4 041siiiiiiii 0 5 M-3x6 1 2 oIllotto ee killkiki+ M-3x5 in o M-5x6in _000 o M-5x10 M-3x5 la M-3x6+(g) o 0 a 3.50 3.50 M-3x4+ 12 12 � �� 0p�� b b y y b b �7 y 5-09 y 5-03-08 y 6-07-03 6-06-13 10-11 b b ��•�C� .ENGINEER. /0 5-09 5-03-08 24-01 1-00 iyy y 35-01-08 1-00 ` �89782PE v' / / JOB NAME : POLYGON NW PLAN 7-A NH - Dl F• Scale: 0.1790 � OREGON 1�' (h " WARNINGS: GENERAL NOTES, unless otherwise noted: O R EGO1 V r� Truss: D 1 1.Builder end erection contractor should be advised of all General Nates 1.This design is based only upon the parameters shown and is for an Individual 2 end Warnings before construction commences. building component Applicability of design parameters and proper 'q/b`°- i41AY 4 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is Me responsibility of the building designer. i ! 1 \_ 3.Additional temporary bracing to Insure stability dudng construction 2.Oeslgn assumes the top and bottom chords to be laterally braced at A ^ is Me responsibility or the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by UL •1 structure is the responsibility of Me building designer. 3. sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 8/10/2015 the overall a 3.2x Impact bridging or lateral bracing required where chases S E Q, : K 13 4 5 8 3 5 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the reeponalbllity of the respective contractor. fasten complete and at no time should any loads greater than S.Design assumes trusses are to be used In a noncorrosive environment, p'3 r[� p t�e] )^^ �+ TRANS ID: LINK design llooads be applied to any component and are b'aycandillon'ol use. EXPIRES: 12/31/2016 S.Compurrus has no contra over and assumes no responsibility for the 6.Design assumes fun bearing al all supports shown.Shim or wedge H August 10,2015 fabrication.handling,shipment and Installation s/components. necessary. 6.This design Is tarnished subject to the limitations set forth by I.Design assumes adequate drainage Is provided. 8.Plates shall ba located on both faces of truss,and placed so their center TPIMTCA In SCSI,copies of which will be furnished upon request. tins coincide with joint center linea. 9.Digits indicate size o/plate In Inches. MiTek USA,Ina./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see E5R-1311,ESR-1986(MITelt) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 1.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #168TR LOAD DURATION INCREASE = 1.15 1- 2=(-4268) 838 1- 8=(-669) 3798 8- 2=( -303) 2203 11- 6=(-251) 211 BC: 289 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1985) 489 8- 9=(-657) 3711 2- 9=(-2202) 480 WEBS: 2x4 KDDF STAND 3- 4=(-1516) 448 9-10=(-234) 1697 9- 3=( -21) 320 LOADING 4- 5=(-1505) 452 10-11=(-216) 1597 3-10-1 -671) 259 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2124) 509 11- 7=(-359) 1912 10- 4=( -275) 1096 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PIF 6- 7=(-2348) 510 10- 5-) -657) 256 ** For hanger specs. - See approved plans TOTAL LOAD = 92.0 PSF 5-11=( -51) 494 LL = 25 POE Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -215/ 1475V -232/ 2328 5.50" 2.36 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 35'- 1.5" -215/ 1475V 0/ OH 5.50" 2.36 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND 2: Design h tu d f (- osfl upli� diIg• VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 • MAX LL DEFL = -0.206" @ 5'- 9.0" Allowed = 1.710" MAX TL CREEP DEFL = -0.412" @ 5'- 9.0" Allowed - 2.281" e,,. MAX HORIZ. LL DEFL = 0.127" @ 34'- 8.0" MAX HORIZ. TL DEFL - 0.211" @ 34'- 8.0" Design conforms to main windforce-resisting system and components and cladding criteria. 17-06-12 17-06-12 Wind: 140 mph, h=24.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5-10-12 5-05-04 6-02-12 5-08-06 5-08-06 6-01-15 T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, T 1 ' ' T T T Truss designed for wind loads 12 12 in the plane of the truss only. M-4x6 7.00 7.00 4.0" 4 ' -\ M-5x6(S) 3.1 M-5x6(S) 0.25" 0.25" 3 .o M-3x8 M-1.5x3 2 } +.: 6 ee M-3x8 N M-5x8 0 c 4/ - Y . I 1** 6 10 p .M-6x6 0.25" M-3 *fl x9 M-3x5 to d 3.50 3.50 M-5x8(S) y ) ,,,cc\„0 P R QFr�12 12 5-09 5-03-08 6-06-04 8-07-07 8-11-05y b y y 4NGINE s5-09 5-03-08 24-01 c\ ,, j59 °y 35-01-08 '� `r 89782PE T / JOB NAME : POLYGON NW PLAN 7-A NH - D2 • Scale: 0.1739k- WARNINGS: GENERAL NOTES, unless otherwise noted: Truss: D 2 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an Individual 4 OREGON o~ rC' and Warnings before construction commences. building component Applicability of design parameters and proper n 2.2x4 compression web bracing must be Metalled where shown+. Incorporation of component la the responsibility of the building designer. -57,5, V ,� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at � � R •` ��\. Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'ob.respectively unless braced throughout their length by \ continuous sheathing such as plywood required where shown and/or drywall(BC). (/yy (� DATE: 8/10/2015 the overall structure is the responRbnity of the building designer. l"A t.11- S' 3.2x Impact bridging or lateral bracing ++ SEQ. : Ki3 4 5 8 3 6 4.No bad should be applied to any component antafter all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should anye loads greeter then 5.Design a r es trusses are to be used In a nancoosive environment, TRANS I D: LINK design loads be applied to any component. end are m ary conditionet use. E.CompuTms has no control over and essences no responsibility for the 8.Design assumes toil beam at all supports shown.Shim or wedge If EXPIRES: 12/31./2016 fabrication,handling, necessary. shipment and s limitations of qp tOOh by. T Design assumes adequate drainage Is prodded. AU9USt 10,2015 8.This design is furnished subject to the limitations set forth by e.Plates shall be located on both faces of truss,and placed so their center TPINVTGA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. uTrus Software 7.6.6 1 L-E 9.Digits Indicate size of plate in Inches. MiTek USA,Inc./Com P ( ) to.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 1.5" ICONS. 2: Design checked for net(-5 psf) uplift at 29 "oc spacikg. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTA SPACED 29.0" 0.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=29.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, Unbalanced live loads have been DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=1.6, considered for this design. Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the trans only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UOQ. 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. 17-06-12 17-06-12 T 11-08-09 5-10-03 5-10-03 11-08-09 l' 1' T T T 12 IIM-4x4 12 7.00 3 7.00 N1A WHEN A FLAT BOTTOM CHORD GABLE TRUSS SUPPORTED ON TOP OF A BEARING WALL SITS NEXT TO SCISSOR TYPE TRUSS(ES), A HINGE TYPE CONNECTION WILL BE CREATED BETWEEN THE TOP PLATE OF THE BEARING WALL AND THE BOTTOM CHORD OF THE GABLE TRUSS DUE TO THE LACK OF LATERAL BRACING M-3x5(s) M-3x5(s) PROVIDED BY A RIGID CEILING AT THE HINGE CONNECTION POINT.THE TRUSS DESIGNER ASSUMES NO RESPONSIBILITY 3 I1iIIII4 FOR THE DESIGN OF THE LATERAL BRACING TO THIS HINGE CONNECTION SATUATION.COMPETENT PROFESSIONAL ADVICE MUST BE OBTAINED RELATIVE TO THE PROPER LATERAL CING TO THE HINGE CONNECTION SITUATION. ' ' N oO O M-3x5(S) 1 0 M-3x4 • M-3x4 b k---4 17-06-12 17-06-12 e PNOp..61st. 1-00 35-01-08 `CJ �'9 444 ct 89782PE fir' JOB NAME : POLYGON NW PLAN 7—A NH — D3 = Scale: 0.2314 ___ WARNINGS. GENERAL NOTES, unless otherwise noted. I.. Truss: D 3 1 Builder and erection contractor should be advised of ail General Notes 1.This design is based only upon the parameters shown and la for en Individual "y OREGON ��•! and Warnings before construction commences. building component.Applicability of design parameters and pro7 OREGON l7 •�'`' 2.2x1 compression web bredng must be Installed where shown+. incorporation of component is the responsibility of the binning designer. �17,9 AIRY \ rj, + 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom unless braced to be laterally braced al �� Ni la the responsibility of the erector.Additional permanent bracing of Z'o,c,end at 10'o.c,respectively unless breced throughout their length by DATE: 8/10/2015 the overall structure Is the responsibility of the building designer. continuousximpatsheathing or a teruch as aGng rplywooe airedsheatwhere shown f j� r1`. 3.2x Impact bridging or lateral braGrg required where shown*+ I` G SEQ. : El 3 4 5 8 3 7 4.',lobed should be applied to any component until after all bracing and 4.Installation of huae Is the reeponalbllity of the respective contractor. fasteners are complete and al no time should any 1.05 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 lir"dry conannn or use. 5.CompuTrus hes no control over end assumes no responsibility for the 8.Design assumes Nil bearing al all supports shown.shin,or wedge if EXPIRES: 12/31!2016 fabrication.handling.shipment and installation of components. necessary. T.Design assumes adequate drainagethIs rusd. August 0,2015 6.This design is copies subject to the limitations sal forth by 8.Plates shall be boated on both laces of truss,and placed so(heir center TPIM'TCA In SCSI,copies of which will be furnished upon request lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.6(7 L)-E 9.Digits Indicate size of plate In Inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(Mick) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2309) 503 1- 8=(-348) 1971 2- 8=(-225) 205 BC: 2x4 KDDF #1ABTR SPACED 24.0" O.C. 2- 3=(-2088) 501 8- 9=1-216) 1658 8- 3=1 -45) 460 WEBS: 2x4 KDDF STAND 3- 4=(-1496) 951 9-10=(-214) 1589 3- 9=(-640) 253 LOADING • 4- 5=(-1495) 950 10- 7=(-359) 1902 9- 4=(-282) 1122 TC LATERAL SUPPORT G- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-2109) 505 9- 5=(-653) 255 BC LATERAL SUPPORT 0= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-2336) 509 5-10=( -50) 483 TOTAL LOAD= 42.0 PSF 10- 6=(-251) 211 ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -216/ 1470V -231/ 231H 5.50" 2.35 RODE ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 35'- 0.0" -215/ 1470V 0/ OH 5.50" 2.35 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: 1.e..'. tea.-se.-114„r-._o.... ,j..,::.- -. .1. amnia.r •g. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = -0.098" @ 17'- 5.2" Allowed = 1.704" MAX TL CREEP DEFL= -0.199" @ 17'- 5.2" Allowed .. 2.272" MAX HORIZ. LL DEFL- 0.045" @ 34'- 6.5" MAX HORIZ. TL DEFL = 0.075" @ 34'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. 17-05-04 17-06-12 Wind: 140 mph, h=24.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T f f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6-00-07 5-08-06 5-08-06 5-08-06 5-08-06 6-01-15 load duration factor=l.6, T l' f T T T T Truss designed for wind loads 12 12 in the plane of the truss only. 00 M-4x6 7. Q 7.00 4.0" 111111S M-5x6(5) M-5x6(5) 3.1' 0.25" 0^25" 3 .. ,,St,, �0 +8 M-1.5x3 M-1^5x3 co CD Ln CD 'nI_ rQ*.7. 1 fio o 1 E M-3x5 M-3x4 90.25" M-3x4 M-3x5 0 M-5x8(S) co c. ..i• 8-10-11 8-06-09 8-06-09 9-00-03 y \CJC `,�`GP EC-.s/� 35-00 "GI. V1`� *•' `x^ ,89782PE JOB NAME : POLYGON NW PLAN 7-A NH - D4 ! Scale: 0.1922 G - ✓ w WARNINGS: GENERAL NOTES, unless otherwise noted: - `.., Truss: D 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 Indbldual '7A OREGON r-c e and Warnings before construction commences. building component.Applicability of design parameters and proper '1C/,� fl 2 2x4 compression web bracing must be installed where shown+. .4i- Incorporation of component le the responsibility of the balding designer. „(p� Vii y 3.Additional temporary bracing to Inure stability during construction 2.Desitin assumes the lop and bottom chords to be laterally braced et 7 'l is the responsibility of the erector.Additional permanent bracing of 2'o.c.and elf 0'o.e.respectivelyplunless braced throughout their length by ' t DATE: 8/10/2015 the Daren structure Is the responsibility of the buildingdesigner. 20 impact edging srng such as plywood requiredsheatwhere s and/or drywell(BC). p 4 U L ty 3.Tx bridging or lateral bracing where shown+a /1 SEQ. : Ni3 4 5 8 3 8 4.No load should be applied to any component until after all bracing end 4.Installation of truss Is the responsibility of the reapectce contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive emwironment. TRANS ID: LINK design loads be applied to any component. and are en dry amdgon^efuse. 5.CompuTnts hes no control over end assumes no responsibility for the B.Design assumes lull bearing al all supports shown.Shim or wedge M EXPIRES: 12/31/2016 fabrication.handling,shipment and installation of components. necessary. 7.Design assumes adequate drainage Is provided. August 10,2015 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both laces of truss,and pieced so their center TPI/TCA In BCSI,codes of which will be furnished upon request. lines coincide with joint center Knee. uTrvs Software 7.6.6(114-E 9.Diggs Indicate size of plate in Inches. MiTek USA,Inc./Com p10.For basic connector plate design values see ESR-1311,ESR-1983(MIIek) This design prepared from computer input by Pacific Lumber 6 Truss (DM) LUMBER SPECIFICATIONS TRUSS SPAN 7'- 5.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-196) 62 1-4=(-100) 137 2-9=(-208) 161 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=( -26) 12 9-5=( 0) 0 WEBS: 2x4 DF STAND; 2x4 ROOF STUD 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 POE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT U- 12"OC. SON. TOTAL LOAD = 42.0 PIP 1'- 0.0" -92/ 353V -33/ 896 5.50" 0.53 KDDF ( 625) 7'- 5.0" -90/ 270V 0/ OH 5.50" 0.43 KDDF ( 625) M-1.5x4 or equal at non-structural LL = 25 POE Ground Snow (Pg) vertical members (ton). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 pqf) uplift at 29 "oc snaring. Unbalanced live loads have been REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 considered for this design. MAXLL DEFL = -0.015" @ 0'- 0.0" Allowed= 0.100" JT 1: Heel to plate corner = 4.25" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TL CREEP DEFL - -0.009" @ 0'- 0.0" Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL= 0.023" @ 6'- 2.6" Allowed = 0.275" MAX TL CREEP DEFL = -0.044" @ 6'- 2.6" Allowed= 0.367" 6-03-04 1-01-12 MAX HORIZ. LL DEFL = -0.001" @ 7'- 2.2" l' '1 Q MAX HORIZ. TL DEFL - 0.001" @ 7'- 2.2" III 12 9.50 D Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), -/ load duration factor=1.6, -3x9 iiiiililiilHiiiioii End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. /- iallillidilli 1111111111111 0 0 M I 6►� 4 I=�5 -f M-3x8 M-3x8 M-3x5 i, 1 l 6-03-04 1-01-12 b I y 1-00 6-05 b y 7-05 -Sc,-.(‘ ? 0 P R p�Ft96, ��. ANGINE, •R /0 2 cc. 89782PE �r JOB NAME POLYGON NW PLAN 7-A NH - El Scale: 0.5166 WARNINGS: GENERAL NOTES, unless otherwise noted: C.✓ Truss: E 1 1 Builder and erection contractor should be advised of all General Notes 1.ThO design Is based only upon the parameters shown and Is for an Individual 9 OREGON N`" and Warnings before construction commences. building component Applicability of design parameters and proper nd 2.2s4 compression web bredng must be Installed where shown+. Incorporation of component le the responsibility of the building designer. „[)��+/ N 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lap end bosom cholla to be laterally braced et 7 �l Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and a110'o.c.respectively unless braced throughout their length by PAUL DATE: 8/10/2015 Ora overall structure Is the responsibilityf the building designer. continuous sheathing or etch as plywood aired n ere s and/or drywall(BC), r/'1 UL o 9 3.to Impact bridging or lateral bracing required where shown SEQ. : Ki3 4 5 8 3 9 4.No toed should be spoiled 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 greeter than 5.Design assumes trusses are to be used in a nonconsive environment. TRANS I D: LINK design loads be epplled to any component. end 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 ne cessary. EXPIRES: 12/31!2016 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage IsroWded. August 1 0,2015 truss.This design is furnished subject to the limitations set forth by B.Plates shell be located on both feces of truss,and placed so their center TPIIWTCA In 8051.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 7.6.7(1 L)-E 1o.For basic connector plate design values see ESR-1311,ESR.f gee(MITek) This design prepared from computer input by Pacific Lumber 6 Truss (DM) LUMBER SPECIFICATIONS TRUSS SPAN 7'- 5.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-196) 62 1-4=(-100) 137 2-4=(-208) 161 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=( -26) 12 4-5=( 0) 0 WEBS: 2x4 DF STAND; 2x4 RODE STUD 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"00. UON. DL ON BOTTOM CHORD - 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT 0= 12"OC. LION. TOTAL LOAD = 42.0 PSF 1'- 0.0" -42/ 353V -33/ 89H 5.50" 0.53 HOOF ( 625) 7'- 5.0" -40/ 270V 0/ OH 5.50" 0.43 KDDF ( 625) Unbalanced live loads have been LL - 25 PSF Ground SnowP considered for this design. ( g) ICOND. 2: Design checked for net(-5 oaf) uplift at 24 "oc spacing. JT 1: Heel to plate corner = 4.25" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND DEC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.015" @ 0'- 0.0" Allowed = 0.100" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.009" @ 0'- 0.0" Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL - 0.023" @ 6'- 2.6" Allowed = 0.275" MAX TL CREEP DEFL = -0.044" @ 6'- 2.6" Allowed = 0.367" II 6-03-04 1-01-12 MAX HORIZ. LL DEFL - -0.001" @ 7'- 2.2" I II f MAX HORIZ. TL DEFL= 0.001" @ 7'- 2.2" 12 9.50 D Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dlr), M-3x4 load duration factor=1.6, End vertical(s) are exposed to wind, 2 Truss designed for wind loads in the plane of the truss only. 0 111111111111111111111 lf3 0 M vn 000.1.0 . 1 o IATIMIMIIIIIIIIIIMIIMilliMill /-- OMM 4 ►5 M-3x8 M-3x8 M-3x5 J. 1 1 6-03-04 1-01-12 1-00 6-05 1 1 7-05 c��c'' G PEF9 `rlr 2 `x� 89782PE �N.- JOB NAME : POLYGON NW PLAN 7-A NH - E2 Scale: 0.5166 WARNINGS: GENERAL NOTES, unless otherwise noted: - Truss: E 2 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 Indlduel "7 OR EG©N N. and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. ^J ,�}.: 3.Additional le bracing to Insure stability during 2.Design assumes the top and bottom chords to be laterally braced at f RY _\�/`� temporary g y g conatruclian 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ! V N the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheaming(TC)and/or drywall(BC). �� DATE: 8/10/2015 the overall structure Is the responsibility of the building designer. 3.28 impact bridging or lateral bracing required where shown++ PA U.L. SEQ. : 1<1345840 4.No load ahead be applied to any component Ante atter ell bracing end 4.Installation of truss la the responsibility of the respective contactor. fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D• LINK design bads be applied to any component. end are for"dry condition'of use. 5.Compuirus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge B EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. necessary. 7.Design assumes adequate drainage Is provided. August 10,2015 6.This design Is furnished subject to the limitations set forth by 8.Plates shell be located on both/aces of truss,and placed so their center TPIM?CA In SCSI,copies o/which will be furnished upon request. line coincide with Joint censer lines. 9.Digits indicate sloe of plate In inches. MiTek USA,Ing./CompuTrus Software 7.6.7(IL)-E 10.For basic connector plate design values see ES12-1311,ESR-1088(MITek) This design prepared from computer input by Pacific Lumber & Truss (DM) LUMBER SPECIFICATIONS TRUSS SPAN 4'- 6.8" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 816BTR LOAD DURATION INCREASE = 1.15 1-2=(-79) 23 1-4-(-68) 60 2-4=(-142) 120 BC: 2x4 KDDF 4116BTR SPACED 24.0" O.C. 2-3=(-26) 12 4-5=( 0) 0 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. CON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <- 12"00. UON. TOTAL LOAD - 42.0 PSF 1'- 0.0" -28/ 233V -18/ 48H 5.50" 0.35 KDDF ( 625) 4'- 6.8" -24/ 150V 0/ OH 5.50" 0.24 KDDF ( 625) Unbalanced live loads have been LL = 25 PSF Ground Snow (Pg) • • considered for this design. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1COND 2: D�-i.��.r,-..s..,lam:, ,-._o..y.y 1.;-,.+,-..........,, 4. JT 1: Heel to plate corner = 9.25" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = -0.005" @ 0'- 0.0" Allowed = 0.100" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.003" @ 0'- 0.0" Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.010" @ 3'- 4.4" Allowed = 0.132" MAX TL CREEP DEFL - -0.014" @ 3'- 4.4" Allowed - 0.176" 3-05 1-01-12 MAX HORIZ. LL DEFL - -0.000" @ 4'- 4.0" T • T MAX HORIZ. TL DEFL = -0.000" @ 4'- 4.0" 12 Design conforms to main windforce-resisting 4.50 D system and components and cladding criteria. Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads 3 in the plane of the truss only. M-1.5x3 z 0 1 0 o 1 N O M-3x8 M-3x8 M-3x4 y b b 3-05 1-01-12 1-00 3-06-12 y )' 4-06-12 �.. NGINE • /0 2 `tom , 89782PE �f JOB NAME : POLYGON NW PLAN 7-A NH - E3 Scale: 0.5632 -- WARNINGS: GENERAL NOTES, unless°Srerwise noted: i,,� - Truss: E 3 1.Builder and erection osnlrador should be advised of at General Notes 1.This design is based only upon the parameters shown and Is for en Individual "q OREGON! h"Y, and Warnings before canabuclon commences. building component Applicability of design parameters and proper / V 2.2e4 compression web bracing must be Installed where shown+. Incoryorelbn of component la the responsibility of the laterally braced designer. •=7,j (//f Lr 3.Additional temporary bracing to Insure stability during construction 2.Design sesames the by end bottom chords to be lalere o braced el l7 �1 :.1 Is the responsibility of the erector.Additional permanent bracing o/ 2'o.c.and et 10'o.c,respectively unless braced throughout their length by �` DATE: 8/10/2015 the overall structure Is the responsibility of the buildingdee continuous Impact ridging or such as plywood required et where andlm drywall(BC). �^A U 1 Igeoin 3.2z Impact bridging:e the rel bracing requlrhe where shown+• SEQ. : Ki3 4 5 8 41 4.Na toad should be applied to any component until after ell bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used In a noncorrosive environment. TRANS ID: LINK design toads be applied to any component end are fodry csnadwn^ofuse. 5.Compurrus has no control o wr and assumes no responsibility for the 8.Design assumes 11 bearing at ell supports shown.Shim or wedge g EXPIRES: 12/31/2016 necefabricauan,handling,shipment and installation of components. .e as B. Design assumes aredaoneothwcestage Is uss.anded. August 10,2015 8.This ITCH In famished of subject i Me limitations set forth by a.Piec shall be whaled oncenter both races of wss,and placed so their center TPIlWICA In BCSI,copies of which will ha furnished upon request lines coincide with joint confer Knee. uTrus Software 7.8.7 1 L-E S Digits Indicate size of plate in Inches. MiTek USA,Inc./Com P ( ) 10.For basic connector plate design values see ESR-1311,ESR-1988(MGM) • This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 22'— 0.0" TC: 2x9 KDDF #1&BTR !COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing.LOAD DURATION INCREASE = 1.15 Design conforms to main windforce—resisting BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 9 system and components and cladding criteria. TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. SON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, hts), Et, TCDL=4.2,BCDLH6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=l.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall WOO. 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 1SPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 11-00 11-00 f T 12 7.00 IIM-9x9 12 7.00 ,411111111111N 1 17 0 0 M-3x5(5) o M-3x4 M-3x4 1' ) 10-00 12-00 ) ),----,L,- ? -- PRAFF 1-00 22-00 ,- a tJGINEF `Si0 „c...1 ,89782PE 9r JOB NAME : POLYGON NW PLAN 7-A NH - Fl , Scale: 0.3307 WARNINGS: GENERAL NOTES, unless otherwise noted Truss: F 1 Builder and erection contractor should be advised of all General Notes 1.This design la based only upon the parameters shown and Is for an Individual -5r OREGON end Warnings before construction commences. building component Applicability of design parameters and proper o{� 2.2x 1 compression web bredng must be Installed where shown+. Incorporation of component is Me responsibility of the building designer. �� y �}s� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom asechords to be laterally braced at1;9 �� - is the responsibility of the erector.Additional permanent bracing of 2'o.c.andcontinuous el 10'o.c.respectively unless braced throughout their length by /� �� DATE: 8/10/2015 the overall structure is the responsibility of the building designer. 20rimps,l bridgingsheathing o or such bs plywood requiredsheatwhere e s owsand/O tlrywail(BC). /"'A 3.in Impact the lateral bracing where shown++ SEQ. : K 13 4 5 8 4 2 4.No load should be applied to any pompooenl emu after all bracing and 4.Installation of truss Is thresponsibility of the on.con Ne contractor. fasteners are complete and et no time should any toads greater than 5.Design assumes trusses are to be used in a non-corrosNe environment, TRANS I D: LINK design loads be applied to any component. and are for'dry condition.'of use. s.CompuTrus has no contra over and assumes no responsibility forma s.Desitin assumes full bearing at an supports shown.shim or wedge ifEXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. necoayary, 7.Design ahaaumee adequateodrainagefeces eso prose.d. and 10,2015 6..This design Is furnished subject to the limitations sal forth by 5.Pietas shall be located on both feces of truss, pieced so their center TPI/WICA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. MiTek USA,Inc./Cam ulnua Software 1 LE 7.6.6 - 9.Diggs Indicate size of plate In inches. P ( ) 10.For basic connector plate design valves see ESR-1311,ESR-1896(Web) 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) 57 2- 8=(-181) 1109 3- 8=(-299) 232 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1360) 305 8- 9=( -88) 718 8-.4=(-126) 521 WEBS: 2x4 KDDF STAND 3- 4=(-1195) 337 9- 6=(-207) 1085 4- 9=(-126) 521 LOADING 4- 5=(-1195) 337 9- 5=(-299) 232 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1360) 305 BC LATERAL SUPPORT 0= 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF 6- 7=( 0) 57 TOTAL LOAD = 42.0 POE OVERHANGS: 12.0" 12.0" LL - 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -159/ 1038V -153/ 153H 5.50" 1.66 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 22'- 0.0" -159/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'I ICOND. 2: Design checked for net(-5 sfl uplift at 24 "oc spdCl�g. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.035" @ 14'- 6.1" Allowed = 1.054" MAX TL CREEP DEFL = -0.071" @ 14'- 6.1" Allowed = 1.406" MAX LL DEFL = -0.002" @ 23'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL - -0.003" @ 23'- 0.0" Allowed - 0.133" ' MAX HORIZ. LL DEFL - 0.016" @ 21'- 6.5" 11-00 11-00 MAX HORIZ. TL DEFL = 0.026" @ 21'- 6.5" Design conforms to main windforce-resisting 5-08-13 5-03-03 5-03-03 5-08-13 system and components and cladding criteria. T T T T T 12 12 Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7.00 M-9x6 Q 7 00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 4.0" Truss designed for wind loads 4 '(--'( in the plane of the truss only. it M-1.5x3 '1111111 .M-1.5x3 3 N N o o LU 1 8 9 :-.6 o M-3x9 M-3x4 M-3x5(5) M-3x9 M-3x9 0 )- b ), b 7-05-14 7-00-05 7-05-19 y y y ��ED PRQ 10-00 12-00 J, y y y .`� k.�G�NF9 i©'L 1-00 22-00 1-00 w `x' ,89782PE JOB NAME : POLYGON NW PLAN 7-A NH - F2 Scale: 0.2557 / =' ' WARNINGS: GENERAL NOTES, unless otherwise noted: Ewm. OREOtV �J Truss: F2 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 h and Warnings before construction commences building component.Applicability of design parameters and proper ,.(� 4/j/� {)V 4' ] ]x4 compression web bracing must be installed where shown.. incorporation of component Is Me responsibility of the building designer. 7L1� 'l RY 1 „lava 3.Additlanal temporary bracing to Insure stability during consin,cllan 4 Des gn assumes the top end bottom chords to be laterally braced al 'T is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 8/10/2015 Ne overall structure Is the responsibility 2n Impact shoaling or aueh as acinplywg re aired here shown and/or drywall/BC). �, /��L spans ty of the building designer. 3.2x Impact britlging or lateral bracing required where shown+• A'1 SEQ: . K1345843 4.Na bed 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 man 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D' LINK design bads be applied to any componem. end 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 asary. fabrication,handling,shipment and installation of components. {{q .1 T.Deter assumes be l adequate drainage is prosd. August I 0,2 15 6.This design is famished subject to Me limitations set forth by e.Plates shall be located on both faces of truss,and pieced so their center g TPIIWTCA In SCSI,copies of which will be furnished upon request lines coincide with Joint canter 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 22-00-00 GIRDER SUPPORTING 35-01-08 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-12708) 2820 1- 8=(-2334) 10626 8- 2=( -536) 2544 11- 6=(-1920) 470 BC: 2x6 KDDF SS WEBS: 2x4 RODE STAND; 2- 3=(-10490) 2372 8- 9=(-2318) 10550 2- 9=(-1920) 470 6-12=( -536) 2544 LOADING 3- 4=( -8090) 1872 9-10=(-1904) 8850 9- 3=( -776) 3504 2x9 DF STAND A; LL - 25 PSF Ground Snow (Pg) 4- 5=( -8090) 1872 10-11=(-1909) 8850 3-10=(-3170) 760 2x6 KDDF #2 B TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 22'- 0.0" V 5- 6=(-10490) 2372 11-12=(-2318) 10550 10- 4=(-1814) 7896 BC UNIF LL( 414.1)+DL( 301.6)- 715.6 PLF 0'- 0.0" TO 22'- 0.0" V 6- 7=(-12708) 2820 12- 7=(-2334) 10626 10- 5=(-3170) 760 TC LATERAL SUPPORT 0= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. 5-11=( -776) 3504 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL i- ( 2 ) complete trusses required. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Join together 2 ply with 3"x.131 DIA GUN LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 0'- 0.0" -1908/ 8576V -139/ 139H 5.50" 13.72 KDDF ( 625) nails staggered at: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 22'- 0.0" -1908/ 8576V 0/ OH 5.50" 13.72 KDDF ( 625) 9" oc in 1 row(s) throughout 2x4 top chords, 7" oc in 2 row(s) throughout 2x6 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs, !COND. 2: Design checked for net(-5_12sf) uplift at 24 "oc sparing. 9" oc in 2 row(s) throughout 2x6 webs. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL = -0.144" @ 14'- 6.8" Allowed = 1.054" MAX TL CREEP DEFL = -0.291" @ 14'- 6.8" Allowed - 1.406" MAX HORIZ. LL DEFL = 0.048" @ 21'- 6.5" MAX HORIZ. TL DEFL = 0.081" @ 21'- 6.5" Design conforms to main windforce-resisting 11-00 11-00 '( fsystem and components and cladding criteria. 4-03-12 3-05 3-03-04 3-03-04 3-05 4-03-12 Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T 1' ' f 1' ' f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 load duration factor=1.6, 7.00 IIM-6x6 12 Truss designed for wind loads Q 7.00 in the plane of the truss only. 6.0" 4 M-3x6M-3x6 3 di111 6x10Mn .611111111114 4 o I 0 1112 o M-3x8 M-6x8 0.25" M-6x8 M-3x8 ''7 to =M-8x8(S) b b .1 b ). b b 4-02 3-03-04 3-06-12 3-06-12 3-03-04 4-02 co P R 0 F ), 22-00 GzN \'.4 , `S'/(9 �{ 89782PE JOB NAME : POLYGON NW PLAN 7-A NH - F3 Scale: 0.2911 :._ _ - WARNINGS: GENERAL NOTES, unless otherwise noted: TrussF 3 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 9 OREGON 11P 4r and Warnings before concoction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing moat be Installed where shown♦ InwryoCNon of component le the responsibility of the building designer. �,a �,S A y s 4,4r3.Additional temporary bracing to insure stability during construction 2.Design assumes the by and bottom chords to be laterally braced al Al 2'o.c.end a1 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of DATE: 8/10/2015 the overall structure is the res continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). PA U� responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+• 7" SEQ. : K].3 4 5 8 4 4 4.No load should be applied to any component until after all bracing and 4.Installation of tress la the responsibility of the respective conirector. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment. TRANS I D: LINK design loads be applied to any component. end are fa'dg eondltbn'of use. 5.Compot,as has no control over and assumes no responsibility for the 8 Design cessa assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. necessary. 8.This design is furnished subject to the limitations set forth by 8.Plates s assumes b ea aded on drainage Page Isprovided.ruse,and August 1 0,2015 8.Plates shall be located on both feces SrW buss,and placed so their center TPUWICA th BCSI,copes of which will be furnished upon request. Imes coincide with Joint canter Imes. Mi7ek USA,Inc./CompUTNs Software 7.6.6(1 L)-E 8.Digits Indicate sloe of plate In inches. 10.For basic connector plate design values see ESR-1311,ESR-1668(Wok) I 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: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 8=(-224) 1261 3- 8=(-311) 220 BC: 2x4 RODE #1&BTR SPACED 24.0" O.C. 2- 3=(-1504) 335 8- 9=(-103) 834 8- 4=(-111) 492 WEBS: 2x4 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 0= 12"0C. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1504) 335 BC LATERAL SUPPORT <- 12"0C. 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 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. -� r - r r VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.043" @ 14'- 5.8" Allowed - 1.054" MAX TL CREEP DEFL - -0.088" @ 14'- 5.8" Allowed = 1.406" MAX LL DEFL = 0.002" @ 23'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL = -0.003" @ 23'- 0.0" Allowed= 0.133" • MAX HORIZ. LL DEFL = 0.018" @ 21'- 6.5" MAX HORIZ. TL DEFL = 0.030" @ 21'- 6.5" Design conforms to main windforce-resisting 11-00 11-00 system and components and cladding criteria. f T T 5-09-04 5-02-12 5-02-12 5-09-04 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1' ' , ' f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 12 M-9x6 12 End vertical(s) are exposed to wind, 6.00 1 Q 6.00 Truss designed for wind loads 4.0" in the plane of the truss only. 4 .F-i( • 11 M-1.5x3 M-1.5x3 5 d' 1 ! 16/ I_I_I i 7 d, C:1 8 9 '6 o M-3x4 M-3x4 M-3x5(5) M-3x4 M-3x9 o l b i b • 7-06-03 6-11-11 7-06-03 - b b to 0o b 12-00 y k �S� A� N ��5/© 1-00 22-00 1-00 Vic;, '� ` :- /89782PE r' JOB NAME : POLYGON NW PLAN 7-A NH - Gl Scale: 0.2557 N WARNINGS: GENERAL 1er OhBAeNOTEb, unless e �aand erection coct shouldbe advised of all General Notes .Tuild designIs based only upon the parameters shown and is for an individual p2QREGON tiTruss: G1 and Warnings before construction commences. building component.applicability of design parameters and proper r- 2.2x4 compression web bracing must be Installed where shown.. Incorporetlon of component Is the responsibility of the building designer. ^ V 3.Additional temporary bracing to Insure stability during construction2.Design assumes the top and bottom chords to be laterally braced at •l Is the responsibility of the erector.Additional permanent bracing of 2'no.end at 10'o.e.ouch a piy.unless braced throughout their length by DATE: 8/10/2015 the overall structure is the responsibility or the buildingass continuous sheathing such as plywood required sheathing(TC)armor drywan(BC). PAUL pons h designer. 3.2x impact bridging or lateral bredng ruirwhere shown a SEQ. : K 13 4 5 8 4 5 4.No load should be applied to any component until after an bracing end 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 anreronment, TRANS ID: LINK design wads be applied to any component. and are for'dry condition•of use. 5.CampuTrus has no control over and assumes no responsibility for the 6.Desitin assumes Nil bearing al ail supports shown.Shim or wedge K EXPIRES: 12/31/2016 fabrication,handling,shipment end installation of components. necessary.eignss 7.Design assumes adequate drainage isrovide. August 10,2015 6.This design is furnished subject to the limitations set forth p by 8.Plates shall be located on both faces of truss,and placed so their center TPIIWTCA in SCSI,copies of which will be furnished upon request. litres coincide wN1 joint center lines. 9.Digits Indicate size of piste In Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values sea 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 spacibg. TC: 2x9 KDDF #15BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTA SPACED 29.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"01. UON. LL( 25.0)+DL( 7,0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=15ft, TCO1,=9.2,8CDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=l.6, End verticals) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UO V. M-102 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. 11-00 11-00 12 ' 6.00 IIM-4x4 12 3 Q 6.00 ILI m 2 4 M O 1 ///////i////J///1//////l/////////////!///////////!//////////////////i///////7//77//// //////////////////////l//////!////////////////////////////////////////////////// 5 0 M-3x5(S) o M-3x4 M-3x4 y 10-00 2 lz-oo 1-00 0 P•Q - 22-00 `� / 897821E �� JOB NAME : POLYGON NW PLAN 7—A NH — GGE ' r Scale: 0.3682 e `/ . WARNINGS: GENERAL NOTES, unless otherwise noted / Truss: GGE 1Builder and erection contractor should be advised of all General Notes ThIs design Is based only uponBe parameters shown and Is foran Individual Co, OREGON O�' and Warnings before construction commences. building component.Applicability of design parameters end proper 2 2x9 compression web bracing must be Installed where shown�. incorporation of component Is the responsibility of the building designer. ,T ['}., 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop end bottom chords to be laterally braced at by��}V 4 5 �`{„� Is the responsibility of the erector.Additional pennanent bracing of Inc.' . and etf0'o.c.respectively unless braced throughout their length by )'� T 1 DATE: 8/10/2015 the overall structure is the responsibility continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). !1�11 L. C1\. pons ty of the building designer. 3.2x Impact bridging or lateral bracing required where shown•• /"� `" SEQ. : K].3 4 5 8 4 6 4.No load should be applied to any component until after all bracing and 4.Installation of buss Is the responsibility of the respective contractor. fasteners are complete end 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 nes no control over and assumes no responsibility for the 8 nec Design assumes lull bearing at all supporta shown.Shim or wedge tt EXPIRES; 12/31./201.6 fabrication,handling,shipment and installation of components. ry- d. 8.This design is furnished subject to the limitations set forth by 7.Platassumes located eIo rusan August 10,2015 8.Plates shall be with n bothl faces of truss,and pieced so theft center TPIAVICA In BCSI,copies of which will be famished upon request. Imes coincide with joint center Imes. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(7 L)-E 10.For bask connector plate design values see ESR-1311.ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 2'— 11.0" IGGND. 2: Design checked for net(-5 psf) uplift at 24 •'oc spacibg. TC: 2x4 KDDF #1613TR LOAD DURATION INCREASE = 1.15 BC: 2x4 ROOF #16BTR SPACED 24.0" O.C. Design conforms to main d claddingresisting WEBS: 2x4 KDDF STAND system and components and cladding criteria. LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 110 mph, h=l5ft, TCDL=9.2,BCDL=6.0, ASCE 7-05, BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF Enclosed, Cat.2, Exp.B, MWFRS, TOTAL LOAD = 42.0 PSF interior zone, load duration factor=1.6 Note:Truss design requires continuous LL = 25 PSF Ground Snow (Pg) bearing wall for entire span UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. • 2-09-04 0-01-12 T f 1 12 4.00 M-1,5x3 3 —/ 0 i el 2 O ti ,.,--• _...dliligillil .--1 Ire m M-2.5x4 M-145x3 J‘ ), y 1-00 2-11 Z,. a , ‘GINEFq /2./..... `r 89782PE r JOB NAME : POLYGON NW PLAN 7—A NH — H1 ,. Scale: 0.7180 r' — ``'' WARNINGS: GENERAL NOTES, unless on the otherwisenoted: / OREGQN 40 Truss: H 1 1.Builder and erection contractor should be adWeed of all General Notes 1.This design is based only upon the parameters shown and is for an Individual '' ., and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed Where shown+. Incorporation or comporrenl la the responsibility of the building designer. ,�J ^ er7�� 3.Additional Temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced al 7 �^I R '�5 <j�(,_ Is the responsibility of the erector.Additional permanent bracing of 2'ac end at 10'o.c.such a plywoodly unless braced Throughout their length by � t \s`4, V DATE: 8/10/2015 continuous sheathing such as required ng(TC)and/or drywall(BC). '°A U s+ the overall structure is me responsibility of the building designer. 3.2x Impact bridging or lateral bracing where shown++ SEQ. : K 13 4 5 8 4 7 4.No load should be applied to any component until after all bracing end 4.Installation of toss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes tosses are to be used in a non-corrosive enamnment, TRANS I D: LINK design loads be applied to any component. end are br'dry condition'of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing et at supports shown.Shim or wedge 8 EXPIRES: 12/31/2016 fabrication,handling,shipment end installation of components. eaary. 7.Design assumes adequate drainage isprovided. August 10,2015 6.This design is furnished subject to me limitations set forth by 8.Plates shall be located on both laces of truss,and pieced so their center TPINVTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./Com uTrus Software i 7.6.4 L- 9.Digits indicate size of plate In Inches. D ( )E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-29) 14 1-3=(0) 0 BC: 2x4 KDDF #1&BTA SPACED 24.0" O.C. WEBS: 2x4 DF STAND LOADING BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL) 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PIP 1'- 0.0" -27/ 215V 0/ 270 5.50" 0.32 KDDF ( 625) • TOTAL LOAD = 42.0 PSF 3'- 9.2" 0/ 38V 0/ OH 5.50" 0.06 ROOF ( 625) JT 1: Heel to plate corner = 5.25" 12 4'- 0.0" -36/ 84V 0/ OH 1.50" 0.13 KDDF ( 625) 4.00 LL = 25 PIF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL _ • H. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = -0.004" @ 0'- 0.0" Allowed= 0.100" BOTTOM CHORD CHECKED FOR lOPSF 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" Design conforms to main windforce-resisting system and components and cladding criteria. 2 -/ Wind: 140 mph, h=19,8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWPRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 1 10M-3x8 M-3x6 • b y 3-00 OPe 4-00 `3C NGp ••• c$jo (PROVIDE FULL BEARING;Sts:4,3,2 1. 89782PE 17�"" JOB NAME : POLYGON NW PLAN 7-A NH - H2 Scale: 0.9459 WARNINGS: GENERAL NOTES, unless othenvlee noted: Truss: H 2 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 ' OREGON ". and Warnings before construction commences. building component.Applicability of design parameters and proper "Ly() (-/-41R yp r 2.2x4 compression web bracing moat be installed where shown•. 2.Design incorporation of the top endcomponent s re chorthe ds to De laterity of the ally bracdilding C igner. "' ,9 (Jq[�..y ',C�1(I . 7.Additional temporary bracing to Insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by f 7 .‘1/4� Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,a UL DATE: 8/10/2015 Ne overall structure Is the responsibility of the building designer. 3.2s Impact bridging or lateral braGng required where shown•• /'1 SEQ. : K134 5 8 4 8 4.No bad should be applied to any component until after ell braGng and 4.Installation of truss Is the reaponalbllity of the respective contracto, fasteners are complete and at no time should any loads greater than s.Design assumes vases are to be used in a non-corrosive environment, TRANSdesign wade be lied to Cr, end ere for•a condition"of use. ID: LINK sq pp roomppnenl. nc 5.C uTms has no contrd over and assumes no re fi.Design assumes full bearing esti supports shown.Shim or wedge S EXPIRES: 12/31/2016 omp responsibility for necessary. fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage Is prodded. S.This design is furnished subject to the(imitation set forth by 8.Mates shell 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 linea. MiTek USA,Inc./Com uTrus Software 7.6.6 1 L-E 9.Digits Indicate size of plate in Inches. P ( ) 10.For basic connector plate design values see ESR-1311,ESR-1983(MRek)