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Plans (50) NMI Mill MiTekC 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. P R OFFS CS* '3" 6>o GIN�FR Q 89782PE s-74/OREGON vxI RY 15•1kQ' PAUL RAJ •41Vyeein„._• 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 845124648 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-3PgAmvXGRtLNPC7tbEC3UCrS8yFT1vAVLj56CBygBiS 1 1-0-0 1 p-5-61 I 1-2-0 I F.11.7_4_1 Scale=1:25.0 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 e o • 0 0 o e a _ 114\ li'Nillh'_ o 4 ! ' ir '\ / .1\ / N / / \S" / e o ee -.."' 2 23 22 21 20 19 18 17 • 3x5= 3x5= 1.5x3 II 3x5= 3x5—3x5= I 7-0-14 17-7-14 8-2-14 14-4-4 I 7-0-14 0-7-0 10-7-0 I 6-1-6 Plate Offsets(X.Y)— 18:0-1-8.Edael.[19:0-1-8.Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Lid 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 Incr NO WB 0.39 Horz(TL) 0.04 16 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:73 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 24=1249/0-2-8,16=676/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1671/0,3-4=-1671/0,4-5=-2270/0,5-6=-2270/0,6-7=-2493/0,7-8=-2493/0,8-9=-2423/0,9-10=-2423/0, 10-11=-1991/0,11-12=-1991/0,12-13=1193/0,13-14=1193/0 BOT CHORD 23-24=0/1222,22-23=0/2014,21-22=0/2425,20-21=0/2423,19-20=0/2423,18-19=0/2254,17-18=0/1635,16-17=0/646 WEBS 9-19=-273/0,2-24=-1712/0,2-23=0/628,4-23=-481/0,4-22=0/358,8-21=-226/359,14-16=-904/0,14-17=0/766, 12-17=-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). ���� P RDFS LOAD CASE(S) Standard �� ('aINEF SS/ 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 ��� !GN R OjL9 Uniform Loads(-2 �' 897$ PE r Vert:16-24=-8,1-15=-80 Concentrated Loads(Ib) / Vert:2=-674(F) .......1 • '-4111111.; • - me c....- OREGON �4'Q SA y�qti Y 15'2�Q, 9/r r'AUL rl EXPIRES: 12/'31/2016 August 7,2015 ®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 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 ill is for lateral support of individual web members only.Additional temporary bracing to insure stability during constmotion 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/IPI1 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. S"Iec1H9i0hts l:A gsaln Job Truss Truss Type Qty Ply POLYGON PL15-264_UPPER F02 R45124649 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 0-10-8 1 1 2-6-0 Scale:1/2"=1' 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 34x4= 4 e N: . 567 8 i . O 1 13 12 11 10 y 3x4= 1.5x3 II 1.5x3 II 4x6= 3x6= 3x4= I 1-1-12 11-8-12 12-3-12 1 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 (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.55 Vert(LL) -0.11 11-12 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.66 Vert(TL) -0.19 10-11 >847 360 BCLL 0.0 Rep Stress Incr YES WB 0.50 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:62 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 OF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=596/0-4-4,9=596/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-819/0,3-4=-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. �� gyp. P R oFFss ��5 �6AGi N4-,9 /O .2-__ �- 8•7782P E ! • - 9� 40 OREGON �N Cr it rN EXPIRES: 12/31/2016 August 7,2015 I WARNING- I Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ml1.7473 rev.02/18/2015 BEFORE USE. i.. 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 MiTek" fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPIT Quality Criteria,DSB-89 and BC51 Building Component Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. 7777 Greenback Lane Suite 109 nitrite.Heights CIA 4510 Job Truss Truss Type Qty Ply POLYGON R45124650 PL15-264_UPPER F03 Floor 2 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc. Fri Aug 07 13:53:55 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-?nyxAbZWyUc51 WHGifEXZdwpLm?ZVgaoolaDG3ygBiQ I 2-6-0 I 1:E.--1-01 1 1-2-0 I I 0-8-14 I Scale=1:22.8 1.553 II 1.5x3 II 354= 3x4= 1.5x3 I I 3x4 = 1.5x3 II 3 4 5 3x4= 6 7 8 1 2 e e • o o e -1 � — \ VIII o o ° 14 13 12 11 10 354= 3x6=1.553 I I 1.5x3 I I 3x6= 354= I 5-10-2 1 6-5-2 1 7-0-2 13-1-8 I 5-10-2 0-7-0 0-7-0 6-1-6 Plate Offsets(X.Y)— [4:0-1-8.Edge].[5:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.08 11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.31 Vert(TL) -0.13 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.02 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:60 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=572/Mechanical,9=572/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)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. ��.. . P R OFFss �c;O NOINE�R �gz, 89782PE v NM OREGON o',f" - '4I 'AUE 9 EXPIRES: 12131/2016 August 7,2015 e 0 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 responsibility of the iwiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery.erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights CA 95R1f1 Job Truss Truss Type Qty Ply POLYGON PL15-264_UPPER F04 Floor 845124651 2 1 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional) 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:56 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-U_WJ0xZ8jokyffsSGMIm6rT v9ITEGtylhJmpVygBiP I 280 I I 1-8-6 1 1 1-2-0 1 1 0-8-14 1 Scale=1:25.0 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 II 1 2 3 4 53x4= 6 7 r e 8 _ ® e s i o I + N 9 e ' V 1 AA. 13 12 11 10 3x4= 3x6= 1.5x3 I I 1.5x3 I I 3x6= 3x4 = I 7-0-14 17-7-14 18-2-14 1 144-4 7-0-14 0-7-0 0-7-0 6-1-6 I Plate Offsets(X.Y)— [4:0-1-8.Edgej.[5:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/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 IBC2012/TPI2007 (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(lb)or less except when shown. TOP CHORD 2-3=-2010/0,3-4=-2010/0,4-5=-2110/0,5-6=-1999/0,6-7=-1999/0 BOT CHORD 13-14=0/1294,12-13=0/2110,11-12=0/2110,10-11=0/2110,9-10=0/1295 WEBS 2-14=-1397/0,2-13=0/773,4-13=-317/104,7-9=-1398/0,7-10=0/760,5-10=-371/105 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)14. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ,. .: ���Ep. PROFec, 1 ��5 �NGw F,4 s�0 k, 2 9782PE �� • 9,y OREGON o,�" 99kp UL R EQ EXPIRES: 12/31/2016 August 7,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 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 NI is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillily of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MI ek° fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/IPI1 Qualify Criteria,DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. 7777 Greenback Lane Suite 109 Citms Hri5his CA gneie Job Truss Truss Type Qty Ply POLYGON R45124652 PL15-264_UPPER F05 Floor 4 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:56 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-U_WJOxZBjokyffsSGMIm6rT_I9JyEJXy1 hJmpVyqBiP I 2-0-10 1 1 1-2-0 I I 0-8-14 1 1 2-6-0 I Scale=1:18.0 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 I I 3 3x4= 1 2 4 $ 6 ® o e a ^ ~ 0 N e O 6 t 1 10 9 8 1.5x3 II 1.5x3 II 3x6 = 3x4= 3x4= 2-3-10 2-10-10 3-5-10 I 1 9-7-0 I 2-3.10 0-7-0 0-7-0 6-1-6 Plate Offsets(X,Y)— [2:0-1-8.Edgel,[3:0-1-8.Edge1 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 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 lncr YES WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code 1BC20121TP12007 (Matrix) Weight:44 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=416/0-2-12,7=416/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)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`e-°o�Fss ��`cD NG /0 /029 . 89782PE il• -574,4/*REGON o� 'y Alpy 15'2 Q` 9� PAUL ��J EXPIRES: 12/31/2016 August 7,2015 f is— WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev.02/16/2015 BEFORE USE. Design valid for use only with Milek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek° erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding Greenback Lane fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/IP11 Quality Criteria, Criteria,DSB-89 and BCSI Building Component 7777 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Sun r,HoipMa CA 45R10 Job Truss Truss Type Qty Ply POLYGON PL15-264_UPPER F06 Floor 845124653 11 1 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional) 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:57 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-yA4hbHam USspGpReg3G?e203vNzhM5FL3JLyygBiO I 2-6-0 I 2-1-12 I I 1-2-0 110-9-8 I 2-3-0 I 1 1-2-0 1 1 1-4-0 1 1-6-0 I Scale=1:27.8 1.5x3 II 3x5= 1.553 II 1.5x3 II 3x4= 1.5x3 II 3x4 = 1.5x3 I I 3x6= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 o et b ° r 11': "111," wei "q41°P- e AIL 141, 16 15 14 13 12 11 354= 3x4= 3x4= 3x6= 1.5x3 II 3x5 = 3x4= I 4-10-12 5b12 12-10-12 /6-0-12 I 15- ,2�-121 1 15-11-12 4-10-12 0-7-0 67 o 0-7-0 0-7-0 3-1-0 Plate Offsets(X.Y)— [7:0-1-8.Edge].[12:0-1-8.EdgeJ.[15:0-1-8.Edge],[16:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.64 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. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2351/0,3-4=-2351/0,4-5=-2351/0,5-6=-2679/0,6-7=-2679/0,7-8=-1863/0,8-9=-1863/0 BOT CHORD 16-17=0/1468,15-16=0/2351,14-15=0/2590,13-14=0/1863,12-13=0/1863,11-12=0/965 WEBS 3-16=-304/0,4-15=0/264,8-12=-448/0,2-17=-1585/0,2-16=0/983,7-14=0/950,6-14=-281/0,5-15=490/0, 9-11=-1159/0,9-12=0/1121 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ��4Vp P R oFFss �c'lco NG[NEF9 �o 89'782PE - 2 � ........ . -._. ' mig 94OREGON40 (72 Q 1,9,kp UL ,v.1 EXPIRES: 12131/2016 August 7,2015 ®WARNING..Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 1011-7473 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 responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTek fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/fP11 Quarrty Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. 7777 Greenback Lane Suite 109 Citrus Hrightc CA 95610 Job Truss Truss Type Qty Ply POLYGON R45124654 PL15-264_UPPER F07 Floor 11 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon7.530 s Jul 11 2014 MiTek Industries,Inc.Fn Aug 07 13:53:58 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-QMe3pdbPFP_guz0g0nnEBGYKrz?RIDBEU?ottOygBiN I 1-9-14 I I 1-2-0 11 0-8-14 1 I 2-6-0 I Scale=1:17.6 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3 3x4= 1 2 4 5 6 so e _ v 0 N i e � o- e ° - 8 11 10 9 1.5x3 II 1.5x3 II 3x6= 3x4 = 3x4= 2-0-14 12-7-14 1 3-2-14 I 9-4-4 I I 2-0-14 0-7-0 0-7-0 6-1-6 Plate Offsets(X.Y)— [2:0-1-8.Edgel.13:0-1-8.Edae LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.24 Vert(LL) -0.04 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.36 Vert(TL) -0.08 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.01 7 n/a n/a Weight:43 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TP12007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=406/Mechanical,7=406/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-702/0,3-4=-940/0,4-5=-940/0 BOT CHORD 10-11=0/702,9-10=0/702,8-9=0/702,7-8=0/757 WEBS 2-11=-796/0,5-7=-817/0,3-8=0/420 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. <<- DPR°Fee, �c`� �N I N�F19 tO4% , 89782PE v • il- i' •REGON �N. 1:9 &q p1 Y 15 rL lGQ` 9,fr- �' U ��J EXPIRES: 12131/2018 August 7,2015 tar.r ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 1111-7473 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 11111 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 Greenback Lane fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building7777 Component 7777 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312.Alexandria,VA 22314. Suite HPiohis r.A A5R1n Job Truss Truss Type Qty Ply POLYGON PL15-264 UPPER F08 Floor 845124655 2 1 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional) 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:59 2015 Page 1 ID:DFkz9p3tCrPAGZnVberK 5yJvgB-uZBSOzc10j6XW7b1 xUJTkT5MGNFRRbbOjfYOPgygB iM 1 2-6-0 1 2-1-12 1 1 1-2-0 1 1 0-9-8 1 2-3-0 11 2-3-0 1 1 1-2-0 1 1 0-8-8 1 Scale=1:28.5 1.5x3 II 3x5= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 4x4= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 Isissist e e c e i o N e e ee o • e e = 1 16 15 14 13 12 1 3x4 = 3x4= 3x4= 3x6= 1.5x3 II 4x4= 3x4= 4-10-12 12-10-12 IS-5-12 16-0-12 1 11-8-12 12_-121 1 18-4-4 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].[12:0-1-8.E•ge].[15:0-1-8.Edge],[16:0-1-8,Edge1 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 IBC2012/TPI2007 (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. <�Ep GP R Ores ��\� I NE74 /b 2 89782P E p r• MI 94, •REGON ,c:)^ �„ ir NI EXPIRES: 12/31/2016 August 7,2015 i 1 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 responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTek' fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSt Building Component Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. 7777 Greenback Lane Suite 109 Citrus Heights CA 95810 Job Truss Truss Type Qty Ply POLYGON R45124656 PL15-264_UPPER F09 Floor 4 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:54:00 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOWJvgB-MIIgEJcfn0E07HADVCgiGheXZnbxA2zXyJHyHygBiL I 2-6-0 1 2-1-12 1 1 1-2-0 I I o-9-8 I 2-3-0 I I 2-3-0 1 1 1-2-0 11 1 Scale=1:28.2 4x4= 1.5x3 I I3x5= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 1 2 3 4 5 6 7e 8 9 10 o 1.' •••••0000.00000010-;.. iiiiiisiii440444t "I' _7 Niiiiiiiiiii _ liollit - o N e a e o o e AA i 1 Aiil 16 15 14 13 12 3x4 = 3x4= 3x4= 3x6= 1.5x3 II 4x4= 3x4=- 12-10-12 12-10-12 5-5_12 -o-12 11-8-12 12-3-121 1 16-2-e I 4-10-124-10-12 10-7-0�0-7-0 5-8-0 0-7-0 0-7-0 3-3-12 _Plate Offsets()C.Y)— [7:0-1-8.Ed el.[12:0-1-8.Edae1.115:0-1-8.Edael.116:0-1-8.Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Ud 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 Ina YES WB 0.51 Horz(TL) 0.04 11 n/a n/a Weight:73 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TP12007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 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. �<-1's PR OFFss 5 Nr,1NEFR /02 �� 8•782PE �% 7 -7 OREGON o', tZ -1 , Al Ry 15'2�,Q• 9k PAUL p'�� EXPIRES: 12131/2016 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 Mil 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 Greenback Lane 7777 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/Till Quality Criteria,DSB-89 and BCSI Building Component 7 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. SCitn,uite rini0hts CA 95a1n Symbols Numbering System a General Safetyt PLATE LOCATION AND ORIENTATION Notes 1 3/4' Center plate on joint unless x,y offsets are indicated. I I 6 4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could CauseuryProperty (Drawings not to scale) Damage or Personal Inj Dimensions are in ft-in-sixteenths. 11%4" Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. 01 n C1-2 C2-3 '/16 2. Truss bracing must be designed by an engineer.For 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I LIII, _ p bracing should be considered. O 2 1_11.1Air U 3. Never exceed the design loading shown and never O Mila stack materials on inadequately braced trusses. For 4 x 2 orientation,locate C7 6-7 C5 O 4. Provide copies of this truss design to the building designer,erection supervisor,property owner and plates 0 'nd' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE 6. Place plates on each face of truss at each required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locatoint ionds are bregula ed ed by ANSI/TPI Knots and 1 e at joint connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from *Plate location details available in MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. software or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 respons10.Camber is a non-structural consideration and is the to slots.Second dimension is camber forry of dead load fabricator.General practice is to ER-3907,ESR 2362,ESR-1397,ESR-3282 camber deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions LATERAL BRACING LOCATION indicated are minimum plating requirements. 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that � PP Indicated by symbol shown and/or specified. by text in the bracing section of the output. Use T or I bracing 13.Top chords must be sheathed or purlins provided at if indicated. spacing indicated on design. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. w 15.Connections not shown are the responsibility of others. Indicates location where bearings (supports) occur. Icons vary but I 16.Do not cut or alter truss member or plate without prior reaction section indicates joint ©2012 MiTek®All Rights Reserved approval of an engineer. / number where bearings occur. 17.Install and load vertically unless indicated otherwise. ® Min size shown is for crushing only. MEM KF 18.Use of green or treated lumber may pose unacceptable hAMIT environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19.Review all portions of thisuse.design(frontpictures back,words Plate Connected Wood Truss Construction. and pictures)before Reviewing DSB-89: Design Standard for Bracing. isnot sufficient. BCSI: Building Component Safety Information, IVI �R{ Guide to Good Practice for Handling, ■ r 20.Design assumes manufacture in accordance with Installing&Bracing of Metal Plate ANSI/TPI 1 Quality Criteria. Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.02/16/2015 ii MiTek® MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 7-B 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: K1589666 thru K1589681 My license renewal date for the state of Oregon is December 31,2017. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. PROFF . ,5 oGINE O 44 89200PE �f 4 REGON.\b ,4�2 O y14, 2 4 R R 10- December 10,2015 Baxter,David The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. This design prepared from computer input by Pacific Lumber and Truss-BC TRUSS SPAN 16'- 6.5" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. LUMBER SPECIFICATIONS TC: 2x9 KDDF #1&HTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting SPACED 29.0" O.C. system and components and cladding criteria. BC: 2x9 KDDF #la BTR LOADING Wind: 140 mph, h=21.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. (All Heights),=21. Enclosed, .2,BC Exp.B,6.O, CEF7-(0,r), DL ON BOTTOM CHORD = 10.0 PSF load duration factor=1.6, TOTAL LOAD = 92.0 PDF End vertical(s) are exposed to wind, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail fox BOTTOM CHORD CHECKED FOR DSP AC LIOE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. WHEN A FLAT BOTTOM CHORD GABLE TRUSS SUPPORTED ON TOP OF A BEARING WALL SETS NEXT TO SCISSOR TYPE TRUSS(ES), A HINGE TYPE CONNECTION WILL BE CREATED BETWEEN THE TOP PLATE OF THE SEARING WALL AND THE BOTTOM CHORD OF THE GABLE TRUSS. THIS IS DUE TO THE LACK OF THE LATERAL BRACING PROVIDED BY RIGID CEILING AT THE HINGE TYPE CONNECTION POINT. THE TRUSS DESIGNER ASSUMES NO RESPONSIBILITY FOR THE DESIGN OF THE LATERAL BRACING TO THE HINGE SITUATION. COMPETENT PROFESSIONAL ADVICE MUST BE OBTAINED RELATIVE TO THE DESIGN OF THE ADEQUATE LATERAL BRACING TO THE HINGE TYPE CONNECTION. 8-03-09 8-03-04 T T12 12 IIM-4x4 Q 6.00 6.00 o r1 o MillIMMIMINIMMINIMINIMIM11.1.11.1.1.11.1.1.11.1.1.1MIMIMIMIMIMMIMI.1.1.111.1111110; I:I c, o o M-3x4 [ _�y M-3x4 �ST rR()rL'• ` J, 1-00 y 16-06-08 y 1-00 > C3..„t.` `[N S:V�/, '.... 4t• z9200PE `' • 411, • JOB NAME : POLYGON NW PLAN 7—B NH — AlSale: 0.9000 OREGON ,`w WARNINGS: GENERAL NOTES, unless otherwise noted: 4- �r 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an lndhitlual �J'h-' �d � t. „O - •�``". Truss Al and Warnings before construction commences. buildiIncorporation gcampof m Applicability of design parameters end proper 4 y Incorporator of component Is the fdesige@IIM of the building designer. k-.� �^ • 2 2a4 compression web bracing must be Installed where shown t. 2.Design assumes the top and bottom chords to be laterally braced al '` -; IA-. 3.Additional temporary bracing to Insure stability during wnslruclion T o.c.and et 1P o.c.respectively unless braced throughout their length by N the responelbily of the erector.Addlt anal permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 12/10/2015 the overall structure Is the responsibility of the building designer. 3.2a Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing end 4.Installation of buss Is the responsibibly of the respective contractor. SEQ.: K1589666 asenerserecompleteentlelnoIlmeshoultlanybatlegreaterthan 5.Design assumes lmsseaare tobeused ina^°^`°r`aeiwaemirenme"`, EXPIRES: 12131'/2015 and are for"dry condition"of use. TRANS ID:• LINK design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge If December 10,2015 5.camparraahasnoaamrolweramassamesnarespansibitiryrorlhe necessary. fabrication,handling,shipment and Installation m components. 7.Design assumes adequate drainage is provided. I a so their saner 6.This design k furnished subject to the limitations set forth by 8.Plates shall be boated on both faces of truss,and p ace TPIIWICA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by LUMBER SPECIFICATIONS Pacific Lumber and Truss-BC TC: 2x9 KDDF CATIOR TRUSS SPAN 16'- 6.5" LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES37 ) 0WR/3-F8=)-3.60 BC: 2x4 KDDF #16BTR 1- 3=( 0) 50 2- 6=(-431) 1540 3- 4- WEBS: 2x4 KDDF STAND SPACED 29.0" O.C. -(-326) 309 2- 4=(-1351) 477 8- 6=(-931) 1540 8- 5=(-326) 934 LOADING 3- 5=(-1351) 268 8- 5=(-326) 306 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1351) 256 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 6=(-1751) 502 OVERHANGS: 12.0" 12.0" TOTAL LOAD = 42.0 PSF 6- 7=( 0) 50 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ SI6 REQUIRED SPG(SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS 5/ACT I09S 2/ACTI 82H 5I5E SQ.IN. C 0'- 6.0" -125/ 809V -60/ BOH 5.50" 129 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 16'- 6.5" -125/ BONN 0/ OH 5.50•• 1.29 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX IL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.075" @ 8'- 3.2" Allowed = 0.781" MAX TL CREEP DEFL = -0.141" @ 8'- 3.2" Allowed = 1.042" MAX LL DEFL = 0.002" @ 17'- 6.5" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 17'- 6.5" Allowed = 0.133" 3' 8-03-09 8-03-09 ' MAX HORIZ. LL DEFL = 0.059" @ 16'- 1.0" 4-09-11 3-10-09 MAX HORIZ. TL DEFL = 0.091" @ 16'- 1.0" 3-10-09 9-09-11 12 T T 6.00 M-9X6 12 Design conforms to main windforce-resisting Q 6.00 system and components and cladding criteria. 4.0" 4 fid' Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 11 load duration factor= .6, End verticals) are exposed to wind, Truss designed for wind loads M-1.5X3 in the plane of the truss only. M-1.5x3 3 5 e --...11111111111111111111111111111111111111111111111111111111111111111110100 M-5x8 M-3x9 `�1 M-3x4 I a 1 2� M 00 Z� �� � o ..3.00 12 3.00 12 b y 1-00 8-03-04 y y y 8-03-04 1-00 16-06-08 ���� 5 • �GIfU � Sl . 89200PE " JOB NAME : POLYGON NW PLAN 7-B NH - A2 Scale: 0.3183 /,`1 WARNINGS: GENERAL NOTES, unless otherwise noted. • Truss: A2 1.Builder and erection contractor should be acNised of all General Notes This design is based only upon the }aVI�� and Warnings before construction commences building componeniA Irebll design parameters and leo an lndHitlual ORN 2.254 compression web bracing must be Installed where shown a, PC de of design parameters and proper Incorporation of component s the responsibility of the building designer. 3.Additional temporary bracing to insure stability eluting construction 2.Design and at1assumes the top and bottom chords to be throughout braced at �� DATE: 12�10�2015 is the responsibility of the erector.Additional permanent bracing of 7o.c.and at 10 o4rs such respectively unless braced )halt length by • w� ' ,y 1. • O the overall structure N the responsibility of the building designer. continuous sheathing or such as plywood sheath here s own v tlrywall(BC). !7 SEQ.: K1589667 4.No load should be applied to any component until after all brac d 3. Impact oftrusistheralbrabeusedean ereshownaa � fasteners are complete and at no time should an loads an 4.Design Installatio of trustees re to be ltyoftherespectae contractor. (� t/ TRANS I D: LINK design was be applied to an y greater man s.Design sesames trusses are to be used m a non<onoawe environment, pplie y component. and are for"dry condition.'of use. 8.Design assumes full bearing at all supporta shown.Shim or wedge if 5.CompuTms has no control over and assumes no responsibility for the fabrication.handling,shipment and Installation of components. necessary. EXPIRE 12/31/2015 e.This design is furnished subject to the Ilefellons set forth by T.Design assumes adequate drainage is provided. TPIANTCA In BCSI,copies of which will be furnished upon8.tines Plates roti)be with oncenter both faces of truss,and placed so their center December 10,2015 request lines coincide wim Jolts centerlines. MiTek USA,IncJCompuTrus Software 7.6.7(1 L)-E 0.Digits indicate size of plate in Inches. 10.For basic connector plate design values see ESR-1311,ESR-7 800(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC INC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2KDDF ST&NIR LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0"SPACED 24.0" O.G. 1- 2=( 0) 50 2-10=(-251) 92 10- 3=( -12) 1 69 LOAD DUSPAIED I24R0ASE - 1.15 2- 3=( -69) 347 10-11=(-255) 90 3-11=( -470) 164 BC: 2x4 KDDF #1fiBTR 3- 9=(-196) 779 11-12=(-662) 251 9-11=(-1145) WEBS: 2xn4 9 KDDF STAND 248 LOADING 4- 5=( -74) 220 12-13=( -48) 472 4-12=( -95) 806 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -85) 246 13- 8=(-241) 848 5-12=) -361) 143 TC LATERAL SUPPORT <= 12"OC. CON. 6- 7=7-566) 90 12- 6=( -765) 194 BC LATERAL SUPPORT <= 12"OC. CON. DL ON BOTTOM CHORD = 10.0 PIE TOTAL LOAD = 42.0 PSF 7- 8=(-9B0) 274 6-13=) 0) 450 8- g=( 0) 50 13- 7=( -346) 219 OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M-1.5x4 or equal at non-structural REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -61/ 213V -135/ 135H 119.00" 0.34 KDDF ( 625) vertical members (uon). BOTTOM CHORD CHECKED FOR DSPAC LIOE LOAD. TOP 5'- 1.0" -72/ 109V 0/ OH 119.00" 0.17 KDDF ( 625) 9'- 11.0" -231/ 1605V 0/ OH 119.00" 2.57 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 26'- 0.0" -109/ 613V 0/ OH 5.50" 0.98 KDDF ( 625) REFER TO COMPUTRUS STANDARD ICONS. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. GABLE END DETAIL FOR DETAILS NOT SHOWN. 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 = -0.036" @ 21'- 8.1" Allowed = 0.781" MAX TL CREEP DEFL = -0.065" @ 17'- 8.8" Allowed = 1.042" 13-00 13-00 MAX LL DEFL = 0.002" @ 27'- 0.0" Allowed = 0.100" ,( 1' MAX TL CREEP DEFL = -0.003" @ 27'- 0.0" Allowed = 0.133" 5-02-12 4-08-04 3-01 4-07 4-00-05 4-04-11 MAX HORIZ. LL DEFL = 0.021" @ 25'- 6.5'• ffMAX HORR. TL DEFL = 0.034" @ 25'- 6.5" IIM-4x4 12 M-1.5x9 4.0" Design conforms to main windforce-resisting 6.00 M-3565 .fcy M-3x5 system and components and cladding criteria. M-3x5 -� __ M-1.5x4 1z �' M-3X5 h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-3x4 Q 6.00 Wind: 190 mph, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), q M-3x4 load duration factor=1.6, �° End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x6 M-1.5x3 M-2.5x4 or equal at non-structural diagonal inlets. ee 13 Truss designed for 9x2 outlookers. 2x9 let-ins M-5X6 M-3x9 of the same size and grade a structural top '"' chord. Insure tight fit at each end of let-in. 2 i outlookers must be cut with care and are o z M-3X8 �==8 • o permissible at inlet board areas only. k 1 II M-11x3 11_-5x10 1 0 � M-3x9 a 3.00 3.00 12 12 y y b y y cO ROS • 9-11 3-01 4-08-12 8-03-04 � y y y y ). �GtNE $7 : - C�. '4.?' 1 00 9-11 7-09-12 8-03-04 1-00 l : $g AQP • � y 1-00 1-00 26-00 JOB NAME : POLYGON NW PLAN 7-B NH - B1 "-ILO. Scale: 0.2048 "�� ,,.OREGON• s �✓ WARNINGS: GENERALNOTES, unhspan th wsenoted. �� Q 7 Builder and erection contractor should be advised of all General Notes 1.This design N bard Doty upon the parameters shown and is Br an IndN dual 7 1_,} building component.Applkabllity of design parameters and proper 4 '], Truss B1 and Waming%before construction commences. Incorporation of component is the responsibility of the bullring designer. ng ( • 2.744 compression web bracing must be installed where shown+. 2.Design assumes the top and bottom chords to Na laterally braced at �' �w- 3.Additional temporary bracing to insure stability during construction 2'00.and at 10'c.c.respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as ph/wood sheathing(TC)and/or drywall(BC). DATE: 12/10/2015 the overall structure Is the responsibility of the building designer. 3.2s Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of tha respeale contractor. EXPIRES: 12/3112015: REQ.: K1589666fastenersare complete and at no time should any leads greater than 5.and Design assumesor"drybasses aofuse.re to used mo noncomosroeenlronmen, antl are ror"dry condition"of use. TRANS ID: LINK design loads me ied to any component. S.naves assumes full bearing at all supports shown.Shim or wedge If December 10,2015 • S.CampuTrus has no control over and assumes no responsibility for the necessary. fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. ao their center S.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed TPWANTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sae of plate in Inches. MTek USA,Ino./CompeTfus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-7317,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TC: 2x4 KDDF#16BTR TRUSS SPAN 26'- 0.0" LOAD DURATION INCREASE = 1.15 IBC 2012MAX MEMBER FORCES 4WR/DD137=1.00 BC: 2x9 KDDF #1&BTR 1- 2=( 6) 50 2-10=(-247) 1599 10- 3=( 0) 228 WEBS: 2x4 KDDF STAND SPACED 29.0" S.C. 2- 3=(-1866) 361 10-11=(-299) 1591 3-11=( -378) 107 LOADING 4- 5=(-1343) 362 12-13=(-436) 2628 4-12=( 183) 51 5- 5=(-1343) 362 13-13=(-616) 2784 5-12=( -183) 151 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"00. CON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2946) 346 13- B=(-616) 2784 2-16=( -207) 953 TOTAL LOAD = 42.0 PSF 6- 7=(-2946) 590 12- 3=(--191) 395 7- 9=(-3190) 715 6-13=( -191) 1928 OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) e- 9=( 0) 50 13- 7=( -109) 165 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX VERT MAX HORZ BOG REQUIRED SPG ES LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -179/ 1206V -134/ 134H 5.50" 1.93 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 26'- AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0.0" -179/ 1206V 0/ OH 5.50" 1.93 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.170" @ 17'- 8.8" Allowed = 1.254" MAX TL CREEP DEFL = -0.335" @ 17'- 8.8" Allowed = 1.672" MAX LL DEFL = 0.002" @ 27'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 27'- 0.0" Allowed = 0.133" 13-00 13-00 T 5-02-12 f f MAX HORIZ. LL DEFL = 0.098" @ 25'- 6.5" 9-08-09 3-01 4-07 4-00-05 4-04-11 MAX HORIZ. TL DEFL = 0.162" @ 25'- 6.5" 12 6.00 M-4x6 12 6.00 Design conforms to main windforce-resisting 4.0" system and components and cladding criteria. Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-3x4 gt 'w: 8' MWFRS(Dir), 41441%44russ designed for wind loads in the plane of the truss only. r M-3x9 3 M-1.5x3 7 eek 13 oM M-5x6 _M-4x4 5.1 of 1 10 M 1M-3x10 =M-3x4 M-1.5x3 M-5x10 B 9 o I -,13.00 3.00 12 y 12 y b b l y 5-01 4-10 3-01 4-08-12 8-03-04 b ) y - -- 1-00 9-11 7-09-12 y 8-03-04 1-00 ru p. - PAROf,�- -, - 26-00 y � . .v' • �� /� .. JOB NAME : POLYGON NW PLAN 7-B NH - B29��70PE 57 Scale: 0.2048 / WARNINGS: GENERAL NOTES, unless othenvce noted: t� Truss B2 Bultler and ered:on con es or should be advised of all General Notes This design N based only upon the0 �''act� (�� " and Warnmgs before construction commences. building component.A lSebll parameterssignpameer and Isopon Individual �� • ©IIGI�OIV\Vv 2.204 compression web bracing S0 PP dY of design parame ters and proper G [/ g must be installed where shown.. incorporation of component k the responsibility(me building designer. s • /�v 3.Additional temporary bracing to locate stability during construction 2 Design assumes the top and bottom chords to be laterally braced at Y/AA ' 4 4 © V•� DATE: 12/10/2015 Is the respons blRy of the erector.Additional permanent bracing of 2'o.c.and ate o c resuch en sty unless braced throughout their length by C/ r the overall structure is the responsibility of the building designer continuous sheathing ater l b acing plywoodsheathing(TC)airedshow and/or+drywall(BC). • SEQ.: K1589669 4.No load shouldbea led to any3.IstalltionofBngorlehraipraargrequithewhpreshecoi♦ �� }� .: pp component ung!eller all bracing and 4.mustisloads assumes trusses are to be used In a non-corrostve environment, TRANS I D: LINK design loads W approd to any cempenent, and are rot dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Designeassumes mil bearing el al supports shown.Shim or wedge i( fabrication,handling,shipment and Installation of components. cery' EXPIRES: ��Jv�7 �o� 6.This design is furnished subject to the limitations set loan by 7.Design assumes adequate drainage Is provided. !J TPVWTCA in BC Sl,co of will be fumished upon request. e.Plates incite wtthhin e e!faces otimss,and placed so their center December 10,2015 pies o ques Plat coincide wim loin[center lines. Milk USA,Inc./CompuTrus Software 7.6.7(114-E 9.Digits Indicate sue of plate in Inches. 10.For basic connector plate design values see ESR-I311,ESR-1588(Welt) This design prepared from computer input by Pacific Lumber and Truss-BC IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cg=1.00 LUMBER SPECIFICATIONS DURALUSS SPAN 26'- 0.0" LOAD DURATION INCREASE = 1.15 1- 2=( O) 50 2- 8=(-270) 1528 3- 8=(-383) 258 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1813) 396 8- 9=(-129) 1001 8- 4=(-128) 638 BC: 2x4 KDDF ST&NDR 3- 4=(-1590) 399 9- 6=(-298) 1528 4- 9=(-128) 638 LOADING WEBS: 2x4 KDDF STAND 4- 5=(-1590) 399 9- 5=(-383) 258 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-1813) 396 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 50 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 92.0 PSF OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -179/ 1206V -134/ 134H 5.50" 1.93 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 26'- 0.0" -179/ 1206V 0/ OH 5.50" 1.93 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. !COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.063" @ 17'- 1.8" Allowed = 1.254" MAX TL CREEP DEFL = -0.127" @ 17'- 1.8" Allowed = 1.672" MAX LL DEFL = 0.002" @ 27'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 27'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.026" @ 25'- 6.5" MAX HORIZ. TL DEFL = 0.093" @ 25'- 6.5" 13-00 13-00 Design conforms to main windforce-resisting 6-02-12 6-02-12 6-09-04 system and components and cladding criteria. 6-09-04 T '� 12 Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 M-4x6 Q 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 load duration factor=l.6, 4.0" End vertical(s) are exposed to wind, 4 �, Truss designed for wind loads 11\ in the plane of the truss only. M M-1.5x3 -1.5x3 3 0 rr " I:1'1 OM 9 `6 7 d' 1 :A B M-3x9 I M-3x4 M-3x4 M-3x4 o 0 M-3x5(S) p y 8-10-03 y y 8-10-03 yriO PRor 8-03-11 y �` 4� Y 10-00 Y 16-00 �C.'' ` ,` . X49.0 y y i-00 26-00 1-00 B920 PE c" JOB NAME : POLYGON NW PLAN 7-B NH - B3 Scale: 0.2048 it.,. ,e - WARNINGS: GENERAL NOTES, unless otherwke noted. 0 ��E�d N 40 I Builder and erection contractor should be advised of all General Notes 1.This designs based only upon the parameters shown and is for an Indry dual TrussJ �Q,h� building component.Applicability of design parameters and proper incorporation of component the responsibility of the bullring designer. 14 r • B3 and Wammgs before construction commences.2 2v4 compression web bracing mud be installed where shown+. 2.Design assumes the top and bottom chorda to be laterally braced at n. [1 3.Additional temporary bracing to insure stability during construction 2 o.c and at 10 o.c.respectively unless braced throughout their length by C:Z+y.� ` t _V is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)anter drywall(BC). $7 S�v DATE: 12/10/2015 the overall structure Is the responsibility of the building designer. 3.2t Impact bridging or lateral bracing required where shown o e 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. SEQ.: K 15 8 9 6 7 0 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used n o nonconodve environment, and are for"dry condition"of use. �J c TRANS I D• LINK design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES 12/3112015 • 5.CompuTrus has no control over and assumes no responsibility for the necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. December 10,2015 6.This design is furnished subject to the limitations set forth by e.Plates shaft be bested on both faces of trues,and placed so their center TPWVICA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size or plate in inches. MiTek USA,InciCompuTrus Software 7.6.7(1 L)-E to.For beds connector plate design values ESR-19813 see ESR-1311, (Weft) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TC: 2x4 KDDF CATBIB; TRUSS SPAN 27'- 0.0" 2x6 KDDF #1613TR T2 LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 BC: 2x9 KDDF #1613TR SPACED 24.0" O.C. 1- 2=( 0) 50 2- 8=(-257) 1288 8- 3=( 0) 227 WEBS: 2x9 KDDF STAND 2- 3=(-1539) 383 8- 9=(-259) 1285 3- 9=(-448) 138 LOADING 3- 4=(-1080) 364 9-10=(-293) 1265 9- 4=( -94) 564 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 5=( 0) 0 10- 7=1-293J 1268 9- 6=(-437) 200 BC LATERAL SUPPORT <= 12"OC. SOW. DL ON BOTTOM CHORD = 10.0 PSF 4- 6=(-1063) 337 7-11=( 0) 4 6-10=( 0) 153 TOTAL LOAD = 42.0 PSF 6- 7=(-1495) 390 OVERHANGS: 12.0" 12.0•' LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECI25) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0 0.0" -189/ 1056V -97 / 10 SN2H 3.50 1.69 KDDF ( 625) 21'- 11.6" -227/ 1015V 0/ OH 53.50" 1.62 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 25'- 8.8' 0/ 52V 0/ OH 0.00" 0.00 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1.5x4 or equal at non-structural vertical members (uon). ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. Unbalanced live loads have been VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 considered for this design. 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 = -0.041'• @ 11'- 0.0" Allowed = 1.054"" MAX TL CREEP DEFL = -0.084" @ 11'- 0.0" Allowed = 1.406" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.133" MAX HOR1Z. LL DEFL = 0.020" @ 25'- 8.8" MAX HORIZ. TL DEFL = 0.033" @ 25'- 8.8" 13-00 Design conforms to main wintlforce-resisting "' 14-00 system and components and cladding criteria. 5-11 5-01 2-00 3-01 T ,r - 10-11 Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 5 -M-4x4+ f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di r), 6.00 M-4x6 i 12 load duration factor-1.6, End vertical(s) are exposed to wind, q Q 6.00 Truss designed for wind loads M-3x9 in the plane of the truss only. M-2.5x4 or equal at non-structural diagonal inlets. M-3x4 3 f 0 -AgllIllIllIllia M-3x4+ 1 - els _ mo z` ammimil o M-3x4 M-1.5x3 90.25" M-115x3 0 M-5x8(S) M-3x4 0 b /� y y 5-09-04 y 5-02-12 )' 5-02-12 y 9-09-04 y C• �• N or-�G -- 1-00 26-00 89200PE i" JOB NAME : POLYGON NW PLAN 7-B NH - B4 1411111je Scale: 0.2298 ce WARNINGS: GENERAL NOTES, '. Truss: B4 Builder and erection contractor should be advised of all General Notes unless otherwise noted' /1770 1©(t and Warnings before construction commences. 7 build design is based only pl ca upon y the parameters eteand is for an Indw dual �� r REG. I101 x A. 2. • 2x4 compression web bracing building component. iblth of design parameters and proper n8 mu&be Instated where shown�. Incorporation of component N the responsibility of the building designer. 14.--- �.A i,}, 3.Additional temporary bracing to neuro stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Y _1,,. -- Incorporation ic34. DATE: 12/10/2015 is the responsibility of the erector.Atldll oriel permanent bracing of r a.c.end at 10'a.c.respectively less braced throughout their length by { the overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)end/or drywall(BC). :'�' ' \/ SEQ.: K 15 8 9 671 4.No toed should be applied to any component until after all bracing 3.In Impact bridging or lateral bracing required where shown contractor.s fasteners are complete and at no time should anyroadshand 4.DesigntossuInes trusses ris ms ens to usedse ithemaceuosi viren TRANS I D: LINK greater than S.Design are m be m a non-corrosive environment, design mala be applied to any component. and are for"dry condition"of um. EXPIRES: 5.Compal,as has no control over and assumes no responsibilky for the 6.Design assumes full bearing at all supports shown.Shim or wedge if CA�'�RE 12/31/2015 fabrication,handling,shipment and installation of components. necessary. ry. December 10,2015 6.This design le furnished subject to the limitations set forth by 7.Design assumes adequate drainage is provkied. 8.Plates shall be located on both faces of truss,and placed so their center TPUWICA In SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-E 5.Digits indicate size of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC TRUSS SPAN 22'- 0.0" !COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. LUMBER SPECIFICATIONS LOAD DURATION I2CR0ASE C 1.15 Design conforms to main windforce-resisting TC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. system and components and cladding criteria. BC: 2x4 KDDF #1&BTR LOADING Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, TC LATERAL SUPPORT <= 12"OC. NON. (All4ph, hEnclosed, Cat.2,BCDLExp.A, M7-10(Dir), BC LATERAL SUPPORT <= 12"OC. NON. LL( 25.0)+DL( 7.N) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSE load duration factor=l.6, TOTAL LOAD = 42.0 POE End vertical(s) are exposed to wind, Truss designed for wind loads LL = 25 POE 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. K-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR DSPSC LIOE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. 11-00 11-00 T '1 12 12 IIM-4x4 'CZ' 6.00 6.00 3 li q M in 2O o M-3x5(S) o M-3x4 M-3x4 b y 12-00 ROP 10 00 � q��D _ ROPE.y 1-00 y 22-00 --.A-40,- • 9" lE- :• .. 4 $920OPE Scale: 0.3556 /� OB NAME : POLYGON NW PLAN 7—B NH — Cl —_dd. �� . .1--- JOB GENERAL NOTES, unless otherwise noted 'OREGON [�[/ WARNINGS: 1.This designs based only upon the parameters shown and Is for an Indtuldual vw\ 7 Builder anderection construction co beadvisedof all General Notes building component.Applicability of design parameters and proper f �A ..y,,. Truss Cl and Warnings before conslruc ion ommences Incorporation of component is the responsibility of the bullring designer. Q i eP C O ! 2.2x4 compression web bracing must be installed where shown+. 2.Design assumes the top and bottom chords to be latently braced at • - 3.Additional temporary bracing to Insure stability during conshuctmn 2'o.c.and at 10 o.c.respect veN unless braced throughout their length by /p Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or dryvall(BC). `1iTIIAs� the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral baling required where shown++ DATE: 12/10/2015 applied any component4.Installation of truss Is the responsibility of the respective contractor. K15 8 9 67 2 4.No load should m e n to at n until after allealing ant 5.Design assumes trusses are to be used in a non-corrosive environment, REQ.: fastenersore complete and no time should any loads greater than and are for°dry condition•of use. �(p� pGGc 12/3112015- fabrication, q TRANS ID• LINK tleslgn loads be applied to any component. 6.Design assumes full bearing at ell supports shown.Shim or wedge If EXPIRES: 127 If20 G CompuTrushas nng,shicontrol over and assumes noresponsibility for the necessary. December 10,2015 fabrication,handling,shipment end ation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 6 Plates shall bee looith)tint centerd onboth faces of truss,and placed so their center TPINJfCA In BCSI,copies of which will be famished upon request. g Digits Indicate size of plate in Inches. MiTek USA,Inc./CompuTtus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by LUMBER SPECIFICATIONS Pacific Lumber and Truss-BC TC: 2x4 KDDF #15BTR TRUSS SPAN 22'- 0.0" BC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 WEBS: 2x4 KDDF STAND SPACED 24.0" O.C. 1- 2=( 0) 50 2- 8=(-224) 1261 3- 8=(-311) 220 2- 3=(-1504) 335 8- 9=(-103) 834 8- 4=(-111) 492 LOADING 3- 4=(-1318) 338 9- 6=(-253) 1261 4- 9=(-111) 492 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 5=(-1318) 338 BC LATERAL SUPPORT <= 12"OC. UON. 9- 5=(-311) 220 DL ON BOTTOM CHORD = 10.0 PSF 5- 6=(-1509) 335 OVERHANGS: 12.0" 12.0" TOTAL LOAD = 92.0 PSF 6- 7=( 0) 50 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE S IN. 0'- 0.0" -119/ 1038V -109/ 109H 5.50" 1.66 KDDFP 625) (SECIES) LIMIIEDMSTOS OF IOE 212 AND IRC 2012 NOT SPITG 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. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" 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" 11-00 11_00 MAX HORIZ. TL DEFL = 0.030" @ 21'- 6.5" 5-09-04 5-02-125-02-12 5-09-04 12 fDesign conforms to main windforce-resisting f system and components and cladding criteria. 6.00 Q 6.00 M-9x6 12 Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 load duration factor=l.6, End vertical(s) are exposed to wind, MI V11 Truss designed for wind loads in the plane of the truss only. M-1.5x3 trillillr' 3 M-1.5x3 00 00 P148 0 1 r 171 o 2 as 7 4,40 I M-3x4 B 9 _ M-3x4 M-3x5(S) M-3x4 b M-3x4 I 0 l 7-06-03 y 6-11-11 y > 7-06-03 )' y 10-00 12-00 y O P 0, ' 1 00 22-00 ), oo), -�� GVk0,(N�'.R SlQ 89200PE r- JOB NAME : POLYGON NW PLAN 7-B NH - C2 Scale: 0.2433 „�., ,i i Ir..._..., e WARNINGS: GENERAL NOTES, unless otherwise noted ,H Truss: C2 Builder and erection contractor shouts be advised of all General Notes This design abased on and Warnings before construction commences buildingcord onlyuponthe parameters shown and Isforop an Individual OREGON 2.GM compression portant.Applicability of design parameters and proper FZ C press on web bracing moat be installed where shown a, incorporation of component s the responsibility of the building designer. O� 3.Additional temporary bracing to insure stability during construction Z.Design assumes the top and bottom chords to be laterally braced at >/ A DATE: 12/10/2015 is the responsibility ty of the erector.Additional permanent bracing of 7 o.c.and at 10 o.c.reapecttaely unless braced throughout their length by V�A ;4 2. F.F� the overall structure la the responsibility of the building tlesigner continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). "�/ V SEQ.: K1589673 4.No load should be applied to any component until after as bracingd 3.2xImpactbridging sir thterelprobbilit of repel alta �f+� [y�[ { v fasteners are complete and at no time should any loads an 4.Instellatlon of trues Is the responsibNly of the respective contractor. 1� 4�{/ TRANS ID: LINK designloadabea dtoa y greater S.Desiendgnsesamestoeasearetobeseedmanon<orroeoeawlronmem, pplie any component. and are for condition"of use. S.Compulema has no control over and assumes no responsibility for the 8.Designeassumes full bearing at at supports shown.Shim or wedge N fabrication,handling,shipment and Installation of components. wry' EXPIRES: vr�� � 12/31/2015 �� �.� 0� S.This design Is furnished subject to the limitations set forth by 7.Design assumes adequate drainage is provided. GA r TPIIWFCA in SCSI,copies of which will be furnished u e.plat coincide be with n on both faces of truss.and placetl so their cellar December 10,2015 port request. Imes oomalae wan joint Domer linea. M7ek USA,Inc./CompUTrus Software 7.6.7(1 L)-E 0.Digits Indicate size of plate in Inches. 10.For basic connector plate design values see ESR-1311,ES12-1 OBe(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC TRUSS SPAN 22'— 0.0" (COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 Design conforms to main windforce—resisting TC: 2x9 KDDF #16BTR SPACED 29.0" O.C. system and components and cladding criteria. BC: 2x4 KDDF #1&BTR LOADING Wind: 190 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, TC LATERAL SUPPORT <= 12"OC. UON. (All Heights) Enclosed, ,Cat BCD Exp.A, M7-10(Dir), BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POP DL ON BOTTOM CHORD= 10.0 PSF load duration factor-1.6, TOTAL LOAD = 42.0 PSF End vertical(s) are exposed to wind, 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 DON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR DSPAC LIOE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. 11-00 11-00 f '1 12 12 IIM-4x4 Q 6.00 6.00 3 4 0 ro • 2 ' Mi o . 1• 1111111 4411 illii... T, 17 �1 ofM-3x5(S) o M-3x4 M-3x4 y y 10—00 12-00 o o F-SS eL 22-00 {• � -. •:9200 E r--. ,, JOB NAME : POLYGON NW PLAN 7—B NH — C3 Scale: 0.3558 a� /� {�� WARNINGS: GENERAL NOTES, unless otherwise noted: C"T)� ,a �REl.1ON�t�. ••(,( 1 Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for a Indy dual FF it- K` and Wemmgs before construction commences. Incorporation component.Anent is of designparametersand '� .C�l� ?O_ -4 Truss: C3 hwbuilding chonofcomponentb the responsibility of the building designer. /P' • 2 2x4 compression web bracing must be Installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced Cl ,s _ t1 3.Additional temporary bracing tonsure stabtldy during construction T o.c.and at 10'o.c.respectively unless braced throughout their length by �'1,'��[ { V is the responsibility of the erector.Additional permanent bracing of continuous sheathing each as plywood sheaming(TC)andlor tlrywall(BC). ` Fa t/ DATE: 12/10/2015 the overall structure is the responsibility of the building designer. 3.2t Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is me responsibility of the respective contractor. SEQ.: K 15 8 9 6 7 4s.Design assumes busses are to be used in a noncorrosive environment, fasteners are complete and at no time should any loads greeter than and are for"dry condition"of use. TRANS ID: LINK design loads beapplied 511010 component. 6.Desgnassumes full bearing atall supports shown.Shim orwedge lf EXPIRES: 12�`1/2015 • 5.CompuTrus has rwconholoverarMassumes noresponsibiliryfor ihe necessary. December 10,2015 fabrication,de on,handling,shipment and installation of components. 7.Design assumes adequate drainage la truss, (aced so Meir center 6.This design Is famishedias of which limitations set forth by 8.Pnessoes shall albelocated with Joint on bboth er line's of truss,andp TPNNfCA in SCSI,espies of which will be furnished upon request. 9.Digits indicate doe of plate In Inches. MiTek USA,Inc.ICompuTrus Software 7.6.7(11)-E 10.For bask connector plate design values see ESR-7311,ESR-19813(MiTek) This design prepared from computer input by BER SPECIFICATIONS Pacific Lumber and Truss-BC TC: 2x9 KDDF#1&BTR TRUSS SPAN 22'- 0.0" BC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 WEBS: 2x9 KDDF STAND SPACED 24.0" O.C. 1- 2=( 0) 50 2- 8=(- 1261 3- 6=(-311) 220 2- 3=(-1509) 335 8- 9=(-103)103) 834 8- 9=(-111) 492 TC LATERAL SUPPORT 0= 12"OC. UON. LOADING 3- 9=(-1318) 338 9- 6=(-253) 1261 4- 9=(-111) 492 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 5=(-1318) 338 9- 5=(-311) 220 DL ON BOTTOM CHORD = 10.0 PSF 5- 6=(-1509) 335 OVERHANGS: 12.0" 12.0" TOTAL LOAD = 42.0 PSF 6- 7=( OJ 50 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE 02.IW. 0'- 0.0" -119/ 103BV -109/ 109H 5.50" 1.66 KDDFP(C 625) REQUIREMENTS OF IHC 2012 AND IRC 2012 NOT BEING MET. 22'- 0.0" -119/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" 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" 11-00 11_00 MAX HORIZ. TL DEFL = 0.030" @ 21'- 6.5" f 5-09-04 5-02-12 5-02-12 5-09-04 T 12 'r ,' Design conforms to main windforce-resisting system and components and cladding criteria. 6.00 Q 6.00 M-4x6 12 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9 '.0 load duration factor=l.6, PIL\ End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-1.5x3 3 M-1.5x3 M eD AIIIIIIIIIhd1 e in 2 ce M ti O R 441 I M-3x4 M-3x4 M-3x5)5) M-3x4 �6 7 M-3x4 I O y y b 7-06-03 6-11-11 y y 7-06-03 ), 10-00 12-00 1-00 22-00 1-00 ,450, NWfN1 sly JOB NAME : POLYGON NW PLAN 7-B NH - C4 92�OPE `^ Scale: 0.2433 401000:/:000- WARNINGS: GENERAL NOTES, � GON Truss• C4 Builder and erection contractor should be advised of all General Notesunless otherwise este and warn nge before construction commences. 1.This design is bases only upon the parameters are shown and is for an Individual 2.204 compression building component Applicability of design parameters and proper �J_oII 4 ^- pression web bracing must be Installed where shown I-. ncorporetbn or component Is the responsibility or me building designer. f 4 N 3.Additional temporary bracing to Insure stability during construction 2.Design assumes me top and bottom chords to be laterally braced at /a� DATE: 12/10/2015 iemeresponalblryotticerector.Additionalpennenenfbrecngof ro.c.a dat10.ac respectivelyunlessbracedeethln hrougnouttheirlengthby T. ©� y� . the overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �R C' SEQ.: K 15 8 9 6 7 5 4.No bad should be applied to any component until after all bracing d 3.D Impact bridging or leleresponsbracing required Mereshown++ 'V-4- i-'11140': ;�4�( _ fasteners are complete and at no time should an loads ao 4.Installefbn of trues Is me responsibility of respective contractor. F' TRANS I D: LINK design bads be applied to any component. y erecter man s.Design sesames trusses are to be used m a non-corrosive oe a wbonment, ponent. and are for%fry condition"of use. 5.CompuTma has no control over and assumes no responsibility forma 8.Design assumes full bearing at all supports shown.Shim or wedge d �/❑ p tabricatlon,handling,shipment and meleitatieof ssetcomponents. necessary. EAI'lflE5. 12/31/2015. 8.This design Is furnished subject to the limitations set forth by T.Design assumes adequate drainage;s provided. TPISATCA In SCSI,copies of which will be furnished upon8.Plates coincide be hated on center erllaces of truss,and placed so their cantor December 10,2015 request, lines coingtle with Joint center lines. MTek USA,Inc./CompuTrus Software 7.6.7(1L)-E 9.Digits indicate size Opiate in Inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC DDF/C MEMBER FORCES 4WR MAX / q=1.00 TRUSS SPAN 4'- 0.0" IBC 2012 122=(MSX) 28 R-FO(CES) 32 DDF/C99) 81 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 1-2=( 51) 3 TC: 2x4 KDDF #1&BTA SPACED 29.0" O.C. BC: 2x9 KDDF #1&BTR WEBS: 2x4 KDDF STAND LOADING AREA LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG TC LATERAL SUPPORT <= 12"OC. TON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. TON. TOTAL LOAD = 92.0 PSF 1'- 0.0" -24/ 205V -18/ 43H 5.50" 0.31 KDDF ( 625) 4'- 0.0" -18/ 131V 0/ OH 5.50" 0.21 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) JT 1: Heel to plate corner = 5.25" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. IGOND. 2: Desi n checked for net(-5 psf) uplift at 29 "oc spacing. 9 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR DSPAC LIVE LOAD. TOP MAX LL DEFL = -0.002" @ 0'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.002" @ 0'- 0.0" Allowed - 0.133" MAX TC PANEL LL DEFL = 0.009" @ 2'- 4.0" Allowed - 0.159" MAX TC PANEL TL DEFL = -0.005" @ 2'- 5.2" Allowed - 0.239" 3-00 MAX HORIZ. LL DEFL = -0.000" @ 3'- 8.2" fMAX HORIZ. TL DEFL = -0.000" @ 3'- 8.2" 12 4.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=19.8ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, M-1.5x3 Truss designed for wind loads 3 in the plane of the truss only. 2 PROVIDE SUP,s' r 0 I , 1 _...,AIIIIIIII m i f 5 M M-3x8 M-1.5x3 • b ci 3-00 ,1 b 4-00 �� p t. PR 0,7:6 t•••-�1NEed D• 19. ' '° 89200PE T"• NAME : POLYGON NW PLAN 7-B NH - D1 Scale: 0.6153 ��,rr• C JOB 4 GENERAL NOTES, unless othervnse noted: A QFE�©N �{;/' WARNINGS: 1.This designs based only upon the parameters shown and Is for an individual .H..Y �O�M• /�•, 7 Builder and einerection conrectoronoubbencesed of all General Notes building component.Applicability of design parameters and proper ��iTTF Truss D1 and Wammgs be/ore construction commences. incorporation of component k the responsibility of the building designer. � T 4 2.2x4 compression web bracing must be Installed where shown+. 2,Design assumes the top and bottom chords to be!stately braced at Qy 3.Additional temporary bracing to insure slabikty during construction 2'o.c.and at 111 ort.respectNey unless braced throughout their length by ��'�� [ �. V' is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ti N.' overall structure is the responsibify of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SATE- 12/10/2015 applied y component until after an bracing and 4.Installation of trues is the responsibility of the respective contractor. K15 8 9 67 6 a.Na lead should be a e man panda 5.Design assumes trusses are a be used m a non-corrosive environment, SEQ.: fasteners are Weteanaatnatimeshonldanvmadegreaterman and are for'drycondition"ofuse. EXPIRES: 1%2015 design bads be applied to any component. 6.Design assumes full bearing at ail supports shown.Shim or wedge if TRANS ID: LINK 6.compnnaa has no,sh,p over and and no responsibility for the necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. December 10,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPNMCA in SCSI,copies of which will be furnished upon request. lines coincide wth joint center lines. 9.Digits Indicate sBe of plate In inches. MiTek USA,Inn.IColnpuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ES19-1311.ESR-1986(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TC: 2x9 KDDF HTR TRUSS SPAN 9'- 0.0" BC: 2x9 KDDF #15 BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 WEBS: 2x9 KDDF STAND SPACED 29.0" O.C. 1-2=(-29) 19 1-3=(0) 0 IC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF MAX VERT MAX ERG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 1'- 0.0" -27/ Q• TOTAL LOAD = 92.0 PSF 3'- 9.2" 215V 0/ 27H 5.50" 0.32 KDDF ( 625) JT 1: Heel to plate corner = 5.25" 0/ 388V 0/ OH 5.50" 0.06 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 0.0" -36/ 89V 0/ OH 1.50" 0.13 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR SOPOR LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.009" @ 0'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 0'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.008" @ 2'- 5.6" Allowed = 0.183" MAX TC PANEL TL DEFL = -0.010" @ 2'- 7.0" Allowed = 0.279" 12 MAX HOAR. LL DEFL = -0.003" @ 3'- 11.2" 9.00 D MAX HORIZ. TL DEFL = 0.003" @ 3'- 11.2" 2 Design conforms to main windforce-resisting system and components and cladding criteria. ir Wind: 190 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor=1.6, N End vertical(s) are exposed to wind, .-+ Truss designed for wind loads in the plane of the truss only. o I ti / 1 ti 400111#1- no O I f 0 4.2>.< I 3/\ M-3x8 y y 3-00 y1) POF. 9-00 BEA l ,\<(,,_,.‘,,,.\. aCN j0 (PROVIDE FULL BEARING;Jts:9,3,2 892OoPE fir` JOB NAME : POLYGON NW PLAN 7-B NH - D2 ,�/ Scale: 0.8962 " WARNINGS: GENERAL NOTES, • OREGON Truss: D2 Balder and erection contractor should be advised of all General Notes unless otherwise noted. OREGON • I/� and Wemmgc Sabra construction commences. +.this design is based Dory upon the parameters shown and is for an lMNitlual Q�}t L.. building component.Applicability Is redesign parameters and proper �r"� �\ 2.2z4 compression web bracing must be Installed where shown+ incorporation of component Is the responsibility of the building designer. r 1 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at j��^ is the responsibility of the erector.Additional permanent bracing t 2 c.c.and at 10 o c.respective unless braced throughout their length by `✓/�]_+}[�.�[ { ._. DATE: 12/10/2015 b r. sheathing • conbnnaualy f'S 1-t S-F� the overall structure is the responsibility of the building designer. such as plywood sheathng(TC)andfor drywell(BC). • SEQ.: K1589677 4.Noload should beapplied toany component until afterailbracin d 4.tstallaobridgingorlaterelpraGngryofthewhpresheco«+ fasteners are complete and at no time should anyloadsthan 4.Design of truss Is esresponsibilitytbeuse itheonworroscoenactor. TRANS I D: LINK des bade be applied to an greeter 5.Design assumes trusses are to be used in a noncorrosive environment, gra pp y component. and are for"dry condition.of use. 5.CompuTrs has no control over and assumes no responsibility for the 8.Design assumes NII bearing at all supports shown.Shim or wedge it EXPIRES: 12/31120fi 5 fabrication,handling,shipment and installation of components. ry' December 10,2015 S.This design Is famished subject to the limitations set forth by 7.Design assumes adequate nth to o is provided. TPI WICA In BCS(,copies of which volt be furnished upon8.Plates shall be located on both faces of truss,and placed so their center request. lines coincide with joint center lines. 7.6.7(1LYE B.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTfus Software 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC TRUSS SPAN 8'- 2.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: LUM2x4 KDDF #1&BTR 4PECIFI S LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting system and components and cladding criteria. BC: 2x4 KDDF #16BTR SPACED 29.0" O.C. LOADING , -10, TC LATERAL SUPPORT <= 12"00. UON. (All Heights), Enclosed, 00DL Exp.A, M -10(Dir), BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=15ft, TCDL=4.2BCDL=6.0, ASCE 7 DL ON BOTTOM CHORD = 10.0 PSF load duration factor-1.6, TOTAL LOAD = 42.0 PSF End vertical(s) are exposed to wind, 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 DSPSC LIOE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. 12 4.00 GA- 3 0 I -.ddggIIIIIIIIIIIIIII .1 11111 Mil O re oI 2 —,f 1 -�""""""""" "� O M-3x4 J' l 8-02 1-00 �p PROF 411E,15`//ate, ' 89200PE pe JOB NAME : POLYGON NW PLAN 7—B NH — E1 �� Scale: 0.6366 :� -� GENERAL NOTES, unless otherwise noted: .;7 ��E� • Cu WARNINGS: 1.This des k based only upon Be parameters shown and Is Mr an Individual N 1 and W and s beforefor construction should be advised of all General Notes building co t Applicability f des t d proper Truss El and Warnings construc Ion commences. 9componcomponent o. o niPayoft parameters Incorporation s u e cempop an s tare responsibility blloy eithe building designer. 'J •y 2 2a4 compression web bracing must be manatee where shown+. 2,Design assumes Uetop andbottomchordatodt roaghobrecetlal a� _ t3.0' 3.Additional temporary bracing to Insure stability during construction 2 o.c.and at 10 o.c.reepedsply unless braced throughout their length by }(/I+�.L•yC� [ �:VP is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andlor drywall(BC). ('�F� iw DATE: 12/10/2015 the overall structure is the responsibility of the building designer. 3.2%Impact bridging or lateral bracing required whereshown omramar. 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respe SEQ.: K1589678 5.Design assumes trosaesare tobe used manon-corrosive environment, fasteners are complete and at no time should any loses greater than and are for'dry condition'.of use. TRANS ID: LINK design loads be applied to any component. 8.Design assumes lull bearing at all supports shown.Shim or wedge 11 EXPIRES: 12/31/20 5 5.CompuTrus has nacontrol.eh:ps over and assumes no responsibilityes. rte necessary. December 10,2015 fabrication,handling,shipment and Installallon of components. 7.Design assumes adequate drainage Is provided. 8.This design h furnished subject to the limitations set font by 8.Plates shall be located on both faces of trues,and placed so their center TPVWTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MITek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For bask connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TC: 2x9 KDDF #1&BTR TRUSS SPAN 8'- 2.0" LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 93-5=)-/Cq=1.00 BC: 2x4 KDDF #1&BTR 1-2=( 0) 36 2-5=(-51) 67 3-5=(-255) 179 WEBS: 2x9 KDDF STAND SPACED 24.0" O.C. 2-3=(-105) 88 LOADING 3-9=( -7) 3 TO LATERAL SUPPORT <= 12.00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING OVERHANGS: 12.0" p,p•• TOTAL LOAD = 42.0 PSF MAX VERT MAX BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -68/ 479V -33/ 97H 5.50" 0.77 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 2.0" -39/ 335V 0/ OH 5.50" 0.54 KDDF ( 625) 0* For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.294" @ 4'- 1.7" Allowed = 0.484" MAX TC PANEL TL DEFL = -0.393" @ 4'- 1.7" Allowed = 0.727" 7-10-04 Q 0-03-12 12 ff MAX HORIZ. LL DEFL = 0.001" @ 7'- 10.3" MAX HORIZ. TL DEFL = 0.001" @ 7'- 10.3" 4.00 M-1.5x3 Design conforms to main windforce-resisting q system and components and cladding criteria. 3 0 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, X (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 0 I 0 M N , /-- 1111 1 2 M-3x4 s M-1.5x3 l 7-10-04 y y ), ), 0-03-12 1-00 8-02 1 • • PROFS : < C'CN 6`/s 9207 JOB NAME : POLYGON NW PLAN 7-B NH - E2 0,0,e- Scale: �0.5366 i WARNINGS: - � 1.Builder and erection contractor should be advised o/all General Notes GENERAL NOTES, unless otherwise noted: Truss: E2 andWammgsbeforeconswcloncommences 1.This design compo sedopyupon Moparameters meters and proper �p , OREGON �. building component Applicability of design parameters and proper 2.2e4 compress on web bracing must be installed Where shown+ mcoryoretbn of component h the responsibility of Me building designer. f 3.Additional temporary bracing to insure stability during construction 2 Design assumes Me top and bottom chords to be lateralry braced at '''b n DATE: 12/10/2015 Is the responsibility of the erector.Additional permanent bracing of 2 o c and at 10 o.c.respectively unless braced throughout their length by Y ,a 1"y G•0 •�'Se ' the overall structure is the responsibility of the building designer. continuous sheathing such as prywooddred where shown and/or tlrywall(BC). (�C_ SEQ. : K1589679 4.No load should beappledtoanycomponentunllafterallbracn and 3.In2talltctbod,aaaistherelpredngryofthewspeet econta 'ty `� v fasteners are complete and at no lime should anyloads a 4. lalbn of uses la e responsibility of the respective connector. rI TRANS ID: LINK design loads be applied to ens cam greater than N.Design assumes trusses are to be used manomco non-corrosive environment, portant. and are for"dry condition^of use. 5.CeepuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge If fabrication,handling,shipment and Installation et components. necessary. EXPIRES: C�: i n� ���O 6.This design h furnished subject to the limitations set forth by 7.Design assumes adequate fa a is provided. GA I- 1`1 C I G TPVWTCA in BCSI,copies of which Mil be furnished upon8.Plates coincide be with jointed one both mess of truss,and placed so their center December 10,2015 request. lines ceincttle with)Dint center lines. MiTek USA,Inc,/CompuTrus Software 7.6.7(1 L)-E 9.Digits indicate size of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC TRUSS SPAN 5'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #168TR LOAD DURATION INCREASE = 1.15 LUMBER SPECIFICATIONS 1-2=( 0) 36 2-5=(-33) 36 3-5=(-161) 127 2-3=(-69) 49 SPACED 24.0" O.C. 3-4=( -7) 3 WE: 2x4 KDDF STDR WEBS: 2x9 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -61/ 367V -20/ 63H 5.50" 0.59 KDDF ( 625) OVERHANGS: 12.0" O.0„ LL = 25 PSF Ground Snow (Pg) 5'- 3.0" -24/ 212V 0/ OH 5.50" 0.34 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ** For hanger specs. - See approved plans REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL - 0.002" @ -1'-: L L/24 Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.038" @ 2'- 10.1" Allowed = 0.279" MAX TC PANEL TL DEFL = -0.043" @ 2'- 8.1" Allowed = 0.419" 4-11-04 0-03-12 MAX HORIZ. TL DEFL- 0.000" @ 4'- 11.2" 12 4.00 t:'' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-1.5x3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 load duration factor=1.6, 3 End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. N I 0 O I N i iffil.1111111........" ,o re 1 / ** 5 2 4 o M-3x4 M-1.5x3 y I I 4-11-04 0-03-12 I I 1-00 5-03 � - V PR G`i-e / _ 89200PE -r" JOB NAME : POLYGON NW PLAN 7-B NH - E3 Scale: 0.1895 �. � WARNINGS: GENERAL NOTES, unless otherwise noted '�' F'7 Elm 1/0 , w- �{,/ 1.Builder and enation contractor should be advised of all General Notes 1.This design is based only upon the parameters shown ands for an individual er , ,syr ©�Y^ /� Truss• E3 and Warnings before construction commences building component.Applicability of design parameters and proper /�FF incorporation of component alba respons billy of the building designer. `1.A' - 2.2a4 compression web bracing must be Installed where shown* 2.Design assumes the top and bottom chords to be laterally braced at Y 3.Additional temporary bracing to Insure stability during construction 2 o.c.and at 10 o.c.respedNely unless braced throughout their length byh _ [ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC) _41,4? `�' DATE: 12/10/2015 the overall structure is the responsibilly of the building designer. 3.24 Impact bridging or lateral bracing required where shown.. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ.: K1589680 4.fasteners are complete end at no time should any loads greater man 5.Desitin assumes trussesarefobeusedbanancorrodveamlronmem. and are for"My condition"of use. TRANS ID: LINK design loads iedtoany companent. 6.Design assumes fullbeadngatelsupportsshown.Shim orwedge it EXPIRES: 12/31/2015 5.CompuTrus hesasn0n control over end assumes no responsibility for the necessary. fabrication,handling.shipment end installation of components. 7.Design assumes adequate drainage is provided. December 10,2015 6.This design Is Wmished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center TPVWFCA in BCSI,copies of which will be furnished upon request. tins coincide with joint center lines. 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTfus Software 7.6.7(1 L)-E 10.For basic connector plate design values we ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBERSPECIFICATIONSTC: KDDF TRUSS SPAN 5'— 3.0" ICONS. 2: Design checked for net(-5 BC: 204 KDDF #16BTR LOAD DURATION INCREASE = 1.15psf) uplift at 29 "oc spacing. SPACED 29.0" O.C. Design conforms to main windforce—resisting TC LATERAL SUPPORT <= 12"0C. UON. system and components and cladding criteria. BC LATERAL SUPPORT <= 12"OC. UON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, LL = 25 PSF Ground Snow (Pg) End vertical(s) are exposed to wind, Truss designed for wind loads LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. M-1x2 o equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 3 12 9.00 17 2 11111ti 1 fr M-3x4 4 l y 1-00 5-03 4._...89200PE r' JOB NAME : POLYGON NW PLAN 7—B NH — E4 Scale: 0.7529 WARNINGS: GENERAL NOTES, OREGON 1.Builder and erection contractor should be advised of all General Notesunless otherwise noted: e� G Truss: E4 and Warnings before cenchuctan commences. 1.This design is based only upon the parameters Chown and k for anIno individual / ♦ ' bullainge component compoApplicnent isth ofdesignapansi ilyg etetereantl proper ,/"� + i' 14C O\ � 2.2t4 compression web bracing mull be installed where shown e, Incorporation of component the responsibility tthe building assigner. fffyyy!!!^^^,,,,{ 3.Addilbnaltemporary bra Ing to insure stablitytluring construction 2.Design assumes the top and bodom chortle to be laterally brecetlal DATE• 12/10/2015 is the responsibility of the erector.Additional permanent bracing of continuous c.and at 10.u.c,respectively unless braced throughout their length by �t �.: the overall structure is the responsibility of the building designer. o tinuous sheathing such as plywood sheathing(TC)and/or drywall(BC). I 4 SEQ.: K1589681 4.No load should be applied Inany component until ageratlbrach4.In Imptiobridgingsthterelprechgtyofttewhpreeheco to fasteners are complete and al no time should anyloadsh and 4.Designelilntbn of trusses is the re to be usedse of the anumsNs contractor. TRANS I D: LINK design loads be applied m any component. greater than 5. assumes w.eea are to be b a non-corrosive environment, pasent. and are for'dry condition"of use. EXPIRES: 12131/2015- .CompuTms has no control over and assumes no responsibilitynecessary. December 10,2015 y for the 6.Design assumes full bearing al all supports shown.Shim or we a it 5 fabrication,handling.shipment and Installation of components. 6.This design is furnished subject to the limitations sat form by 7.Design assumes adequate drainage is provided. e.Platessnail be located on beth etas of truss,and dated so their center TPII WTCA in SCSI,copies of which will be furnished upon request. lines c coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 9.Digits indicate sue of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property �3/4 6-4-8 dimensions shown in ft-in-sixteenths Centerplate onjoint unless x,y I (Drawings not to scale) Damage or Personal Injury offsets are indicated. rm1tDimensions are in ft-in-sixteenths. •4 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 c1-2 c2-3 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves 0-1/1i, may require bracing,or alternative Tor I p bracing should be considered. .. � O 3. Never exceed the design loading shown and never riAllor U stack materials on inadequately braced trusses. O d 4. Provide copies of this truss design to the building ° W0- designer,erection supervisor,property owner and For 4 x orientation,locate BOTTOM all other interested parties. plates tru from outside CHORDS 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 AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. required direction of slots in connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber software or upon request. shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative treated,or green lumber. PLATE SIZE ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that SYP represents values as published specified. �/� Indicated by symbol shown and/or by AWC in the 2005/2012 NDS 13.Top chords must be sheathed or purlins provided at by text in the bracing section of the SP represents ALSC approved/new values spacing indicated on design. output. Use T or I bracing with effective date of June 1,2013 if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. w Indicates location where bearings 1 b.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint 17.Install and load vertically unless indicated otherwise. ® t ( numbershownn bearings crushing only. �MI l Min size is for crushing 1:.„, 18.Usenrofo green 1,treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: 19.Review all portions of this design(front,back,words ANSI/TPI1: National Design Specification for Metal Rev picturesjbefore use.Reviewing pictures alone Plate Connected Wood Truss Construction. is not sufficient. DSB-89: Design Standard for Bracing. pi, 20.Design assumes manufacture in accordance with BCSI: Building Component Safety Information, I ll ANSI/TPI 1 Quality Criteria. Guide to Good Practice for Handling, Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013