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Plans (115) zi?-S%�c�/? - maw / 3 3—e2' g GJ ec,4mis S MiTeW 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. 0u5) PROFCS C6' ,‘AGI dl� Q 89782PE s ',L OREGON ^- 1;9f'gRY15,'LtQ, k 7'A UL \ /41,•;e* August 7,2015 Reivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. Job Truss Truss Type Qty Ply POLYGON R45124648 PL15-264_UPPER F01 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:53 2015 Page 1 ID:DFkz9p773tt�Cr��PAGZnVberKOtyJvgB-3PgAmvXGRtLNnC7tbEC3UCrS8yFT1 vAVLj56CBygBiS I 1-0-0 j r - I I 1-2-0 1 46.7_-,6H�� 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 i a o _ o� •a o o o e—ir N—/. / N /Nn 7 N /-'\ _ o o ci 2 23 22 21 20 19 18 17 3x5= 3x5 = 1.5x3 II 3x5= 3x5= 3x5= I 7-0-14 17-7-1418-2-141 - 14-4-4 I 7-0-14 0-7-0 0-7-0 6-1-6 Plate Offsets(X.Y)— [8:0-1-8.Edael.[19:0-1-8.Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.30 Vert(LL) -0.11 20 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.54 Vert(TL) -0.17 20 >985 360 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). LOAD CASE(S) Standard •<O'RN�p. P R�F�S 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 �4�\Co- �NGI NEER --z Uniform Loads(plf) $ $ZPE Vert:16-24=-8,1-15=80 Q Concentrated Loads(Ib) Vert:2=-674(F) 'air'. • • .mfr r 9 OREGON �',0 750qRY 15,2<Q, PAUL •k\J r. EXPIRES: 12/31/2016 August 7,2015 e V 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. Ij 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 !Ariel('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. Suite 109 (:itm%Height,,(:A 99fi10 Job Truss Truss Type Qty Ply POLYGON PL15-264_UPPER F02 Floor 845124649 13 1 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional) 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Au07 13:53:54 2015 e 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-XbOZzFYuCATEPM 39xj11QOZ6MZomLdfZNgfkdygBiR 0-10-12 1 1 1-2-0 1 1 0-10-8 i 1 2-6-0 Scale:1/2"=1' 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 354= 1 2 34x4= 4 1.5x3 II ® 5 6 7 8 > e o _ o i .jr N a o 0 0 —I ♦ o 1. 13 12 11 10 9 3x4= 1.5x3 II 1.553 II 4x6= 3x6= 3x4= 1 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 I Plate Offsets(X.Y1— [2:0-1-8.Edge].13:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid 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 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=596/0-4-4,9=596/Mechanical FORCES. (lb)-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. (c�E P R pFFss 5 NGINE ,,,, l0 2 kc 8"782PE �,--- t. s ,L OREGON e Q EXPIRES: 12/31/2016 August 7,2015 e I WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ml1.7473 rev.02/16/2015 BEFORE USE. �� Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component... Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the A erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding I VI ITek* fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/Hill Quality 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 (:itrin Hni5htc(:A'twin 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 10-1 1 1-2-0 I I 0.8-14 I Scale=1:22.8 1.5x3 II 1.553 II 3x4 = 3x4= 1.5x3 II 354= 1.5x3 II 3 4 5 3x4= 6 7 8 1 2 e e a \ N s o e s_ 14 1:11 2 11 10 3x4= 3x8=1.5x3 II 1.5x3 II 3x6= 3x4= 5-10-26-5-2 7-0-2 13-1-8 I 5-10-2 10-7-0 10-7-0 I 6-1-6 P-te•tsets Y 4:11-8 •.e :0- Ed.- 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/TPI2007 (Matrix) Weight:60 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=572/Mechanical,9=572/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1740/0,3-4=-1740/0,4-5=-1761/0,5-6=-1739/0,6-7=-1739/0 BOT CHORD 13-14=0/1163,12-13=0/1761,11-12=0/1761,10-11=0/1761,9-10=0/1163 WEBS 2-14=-1256/0,2-13=0/622,4-13=-268/180,7-9=-1256/0,7-10=0/622 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. �� cp PRQppss �c \AGiNEFR /029 89782PE r 00,r.. 'lam - OREGON2��I" 99 °AIny 15' �Q � HAUL R' 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 Mrrek 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 11111T is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the M-lek� erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/1PI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 (`itmc Height J A 9%11) 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:DFkz9p3tCrPAG2nVberKOtyJvgB-U_WJOxZ8jokyffsSGMIm6rT v9ITEGty1hJmpVygBiP 2-6-0 I 1-8-6 11 1-2-0 1 1 0-8-14 1 Scale=1:25.0 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 II 1 2 3 4 53x4= 6 7 8 e a ry \.' B 9\oB 1. e 1 A& 13 12 11 10 3x4= 3x6= 1.5x3 11 1.5x3 11 3x6= 3x4= 1 7-0-14 17-7-14 18-2-14 1 14-4-4 7-0-14 0-7-0 0-7-0 6-1-6 1 Plate Offsets(X.Y)— [4:0-1-8,Edge].[5:0-1-8.Edgej LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.21 Vert(LL) -0.11 12 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.39 Vert(TL) -0.17 12 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.39 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code IBC2012/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. (Ib/size) 14=626/0-2-8,9=626/0-4-4 FORCES. (lb)-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. �� EO. P R OFFss c�5 .. Foi R l0 14., _ `k• -9782PE 9r i • 7 OREGON o^�Zr �9k pug R`�� EXPIRES: 12/31/2016 August 7,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. �� Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component.. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTek eke fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality 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 nitrite.Heights,CA Stein 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_WJOxZ8jokyffsSGMIm6rT_I9JyEJXy1 hJmpVyqBiP I 2-0-10 1 1 1-2-0 1 1 0-8-14 1 1 2-6-0 1 Scale=1:18.0 1.5x3 11 3x4= 1.5x3 11 3x4= 1.5x3 11 2 3 3x4= 1 4 5 6 e a o 0 N CC O O 1 10 9 8 3 ''' 1.5x3 II 1.5x3 II 3x6 = 3x4= 3x4= 2-3-101 2-10-10 1 3-5-10 1 9-7-0 I 2-3-10 0-7-0 0-7-0 6-1-6 Plate Offsets(X.YI— 12:0-1-8.Edae :0- -8 E.•e LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.05 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.36 Vert(TL) -0.08 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.01 7 n/a n/a Weight:44 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=416/0-2-12,7=416/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-767/0,3-4=-989/0,4-5=-989/0 BOT CHORD 10-11=0/767,9-10=0/767,8-9=0/767,7-8=0/782 WEBS 2-11=-851/0,5-7=-844/0,3-8=0/406 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ��Ep P R.... SS ��cD �NcI N4- /029 89782PE r r• -V •REGON20". Nr i &q \ 15^ 4 9/1"hsi 3- is EXPIRES: 12/31/2016 August 7,2015 P Al . 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 responsibillity of the Mirek' 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/1P11 Quality Criteria,DSB-89 and BCSI Bonding Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. Suite 109 non tc Hni5htc,nA 95615 Job Truss Truss Type Qty Ply POLYGON R45124653 PL15-264_UPPER F06 Floor 11 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug07 13:53:57 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-yA4hbHam U5spGpReg3G?e203vZYjzhM5FL3JLyygBio I 2-6-0 2-1-12 1 1 1-2-0 1 1 0.9-8 1 2-3-0 1 1 1-2-0 1 I 1-4-0 1 1-6-0 1 Scale=1:27.8 1.5x3 II 3x5= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 3x4 = 1.5x3 II 3x6= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 i !_ - 41111111111441114111 2 -7 11001404444,0444444 _ 000000000 - - N e e e s e 1 16 15 14 13 12 11 3x4= 3x4= 3x4= 3x6= 1.5x3 II 3x5= 3x4= 12-10-12 I 4-10-12 15-512 16-0-12 1 11-8-12 12-3-121 1 15-11-12 1 4-10-12 0-7-0 0-7-0 5-8-0 0-7-0 0-7-0 3-1-0 Plate Offsets(X.Y)- [7:0-1-8.Edgel.[12:0-1-8.Edge],[15:0-1-8.Edge].[16:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.64 Vert(LL) -0.23 13-14 >812 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.78 Vert(TL) -0.36 14-15 >522 360 BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(TL) 0.04 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:72 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 17=697/0-4-4,11=697/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2351/0,3-4=2351/0,4-5=-2351/0,5-6=-2679/0,6-7=-2679/0,7-8=-1863/0,8-9=-1863/0 BOT CHORD 16-17=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. • ,sb. •NGIN FFR Wr. 2 .89782PE Y - P. ..1 . 'et► - . my `57,G OREGON Ory Q- 1,5 �qqy 16,2 Q` PAUL ‘""1/4 EXPIRES: 12/31/2016 August 7,2015 i , ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.02116/2015 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the M-Tek- erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 (:itrss Hni5htq("A g5fi10 Job Truss Truss Type Qty Ply POLYGON R45124654 PL15-264_UPPER F07 Floor 11 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:58 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJVgB-QMe3pdbPFP_guzOgOnnEBGYKrz?RiD8EU?ottOygBiN I 1-9-14 1 1 1-2-0 I I D-8-14 I I 2-6-0 I Scale=1:17.6 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 3x4= 4 5 6 0 e > o e e 11 10 9 8 4, 1.5x3 II 1.5x3 II 3x6—3x4= 3x4 =- I I 2-0-14 1 2-7-14 I 3-2-14 I 9-44 I 2-0-14 0-7-0 0-7-0 6-1-6 Plate Offsets(X.Y)— 12:0-1-8.Edael.13:0-1-8.Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/def1 Ud 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 Ina' YES WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:43 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=406/Mechanical,7=406/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-702/0,3-4=-940/0,4-5=-940/0 BOT CHORD 10-11=0/702,9-10=0/702,8-9=0/702,7-8=0/757 WEBS 2-11=-796/0,5-7=-817/0,3-8=0/420 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 0. PROFFs 74 °' <°1‘ NE ' s�O29 89782P v 9�7.4;•,RECON �� Elif EXPIRES: 12/31/2016 August 7,2015 6 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. �5 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 Mirek' 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/fPI1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria,VA 22314. Sure 109 Citrus Heights,CA'twin Job Truss Truss Type Qty Ply POLYGON PL15-264_UPPER F08 R45124655 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:59 2015 Page 1 ID:OFkz9p3tCrPAGZnVberKOtyJvgB-uZBSOzc10j6XW7b1 xUJTkT5MGNFRRbbOjfYQPgygB IM I 2.6-0 2-1-12 11 1-2-0 1 1 0-9-8 1 2-3-0 I I 2-3-0 1 1 1-2-0 110-8-8 1 Scale=1:28.5 1.5x3 II 3x5= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 14x4= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 e e e e -e N e�/i ee ee ° e ., 1 16 15 14 13 12 1 3x4 = 3x4= 3x4= 3x6= 1.5x3 II 4x4= 3x4= 12-10-12 I 4-10-12 15-5-12 I6-0-12 1 11-8-12 12-3-121 1 16-4-4 4-10-12 0-7-0 0-7-0 5-8-0 0-7-0 0-7-0 3-5-8 Plate Offsets(X.V)— [7:0-1-8.Edge],[12:0-1-8.Edge].[15:0-1-8.ETjge].[16:0-1-8.Edgej 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 Ina' YES WB 0.52 Horz(TL) 0.05 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:73 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 17=714/0-4-4,11=714/0-4-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2435/0,3-4=-2435/0,4-5=-2435/0,5-6=-2821/0,6-7=-2821/0,7-8=-2063/0,8-9=2063/0 BOT CHORD 16-17=0/1509,15-16=0/2435,14-15=0/2698,13-14=0/2063,12-13=0/2063,11-12=0/1552 WEBS 3-16=-319/0,4-15=0/287,8-12=-559/0,2-17=-1629/0,2-16=0/1028,7-14=0/894,6-14=-276/0,5-15=-526/0, 9-11=-1675/0,9-12=0/946 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. �� • �N ,4 GINE v//a 2 89782PE r it -V GONS 4v -� - PAUL RAJ EXPIRES: 12131/2015 August 7,2015 f ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI67473 rev.02/16/2015 BEFORE USE. Design valid for use only with Miler(connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability 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/TPI1 Quality 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 Citrin Height,nA 99810 Job Truss Truss Type Qty Ply POLYGON R45124656 PL15-264 UPPER F09 Floor 4 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:54:00 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-MIIgEJcfn0E07HADVCgiGheXZnbxA2zXyJHyHygBiL I 2-6-0 I 2-1-12 I I 1-2-0 110-9-8 I 2-3-0 1 1 2-3-0 1 1 1-2-0 1 21 Scale=1:28.2 4x4= 1.5x3 I1 3x5= 1.5x3 11 1.5x3 1I 3x4= 1.5x3 11 3x4 = 1.5x3 11 1.5x3 II 1 2 3 4 5 6 7 8 9 10 e • o o e -. o • N . / i o e e o o e 1 16 15 14 13 12 i 3x4 = 3x4= 3x4= 3x6= 1.5x3 II 4x4= 3x4= 12-10-12 4-10-12 5-5-12 g-0 12I 11-8-12 12-3-121 I 16-2-8 1 4-10-12 I0-7-0 0-7-0 5-8-0 0-7-0 0-7-0 3-3-12 Plate Offsets(X.Y1— [7:0-1-8.Edge].[12:0-1-8.Edge].[15:0-1-8.Edge],[16:0-1-8.Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.74 Vert(LL) -0.24 14-15 >797 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.74 Vert(TL) -0.38 14-15 >510 360 BCLL 0.0 Rep Stress Ina YES WB 0.51 Horz(TL) 0.04 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:73 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 17=707/0-4-4,11=707/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=2402/0,3-4=-2402/0,4-5=2402/0,5-6=-2764/0,6-7=-2764/0,7-8=-1993/0,8-9=-1993/0 BOT CHORD 16-17=0/1493,15-16=0/2402,14-15=0/2656,13-14=0/1993,12-13=0/1993,11-12=0/1545 WEBS 3-16=-314/0,4-15=0/278,8-12=-636/0,2-17=-1612/0,2-16=0/1011,7-14=0/903,6-14=-276/0,5-15=512/0, 9-11=-1668/0,9-12=0/975 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. PRQ/ �\s �' : NGI NF / 0\ '9 °29 8"782E r� 9 OREGON O*� 9ir PAUL `— EXPIRES: 12/31/2016 August 7,2015 I Al 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 Mick connectors.This design is based only upon parameters shown,and is for an individual building component. t+ Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualty Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Infom ation available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 cirrus HriQhte CIA 95810 Symbols Numbering System a General Safety of s PLATE LOCATION AND ORIENTATION 1 3/4' Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. I (Drawings not to scale) Damage or Personal Injury MEI Dimensions are in ft-in-sixteenths. •1446. 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 orX-bracing,is always required. See BCSI. 0;1/16 „ C1-2 "/76 C2-32. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves 4 may require bracing,or alternative Tor I O p bracing should be considered. 111., (=j 3. Never exceed the design loading shown and never oliiiii stack materials on inadequately braced trusses. O2likkc�_; h. o_F, 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate a6-7 c5-6 designer,erection supervisor,property owner and plates 0-'h6' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint ..—, required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from *Plate location details available in MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. software or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 4 x 4 width measured perpendicular 10.Camberiilt non-structuralusfabctor.Genaral and is p p ESR-1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions 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 i � PI Indicated by symbol shown and/or specified, by text in the bracing section of the 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing 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. V..., 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cutl alter inss member orplate without prior (supports) occur. Icons vary but ©2012 MiTek®Ail Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. Min size shown is for crushing only. 17.Install and load vertically unless indicated otherwise. ® R, 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPII: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, r\/I 1 Te Guide to Good Practice for Handling, 20.Design assumes manufacture in accordance with &Bracing of Metal Plate ANSI/TPI 1 Quality Criteria. Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.02/16/2015 ...... mit MiTeke 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. 62 89200PE 9r ,7 OREGON 1 Q '"ib -°7y /4 Zo'` 4 c . ili ti R 10- t s/. AIP 40P • 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 LUMBER SPECIFICATIONS TRUSS SPAN 16'- 6.5" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I TC: 2x9 KDDF #1&13TR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting BC: 2x9 RIDE #1&BTA SPACED 29.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE Wind: 190 mph, h=21.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dix), TOTAL LOAD = 92.0 PSF load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads LL = 25 PDF 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 10PSF LIVE LOAD. TOP Refer to CompuTrus gable end detail fox AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. 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 BEARING 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. 8-03-04 8-03-04 12 12 IM-4x4 6.00 Q 6.00 M '):, t ..1EIMM1=1=1=1=11=M=IMMII=M=MMIIMI.M.MMMIMIMIMMMIla M • ly t I I O O M-3x4 M-3x4 -v„o) PRok:. 1-00 y 16-06-08 y 1-00 b *.6,.�`- .t.\ , -($>' .. 9200PB _ -.4411111 . ..." jv JOB NAME : POLYGON NW PLAN 7-B NH - Al Scale: 0.4000 WARNINGS: GENERAL NOTES, unless otherwise notetl 7OREGON 44/ 1.Builder and erection contractor should be advised of all General Notes 1.This designs based only upon the parameters shown and Is for an individual /r'� s f]O Truss: Al and Warnings before construction commences. building component.Applkabidy of design parameters and proper G 2.2a4 compression web bracing must be Installed where shown+ incorporation of component a the responsibility of the build ng designer Fj,� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the cop and bottom chords to be SterelN braced at % , .J[ _ 7 o.c.end at 10 o.c.respectively unless braced throughout their length by 11? 1{+' Is the responsibility of the erector.Additional 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. 3.25 Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after ail bracing end 4.Installation of truss Is the responsibiilty of the respective contractor. SEQ.: K1589666 fasteners are complete end at no time should any leads greater than 5.Genie^ase°meaweaes are ebeusedleenn"`°rmarveenvlr°nine"',design EXPIRES: 12131/2015 nada be applied to any component and are for"dry condition'of um. TRANS ID: LINK 5.CompuTrus has no control over and assumes no responsibility for the 6.Design aNllbea ng at al December 10,2015 ry fabrication,handing,shipment and Installation of components. 7.Design asesumessumes adequate drainage is provided. 6.This design Is furnished subject to the limitations set forth by e.Plates shall be located on both faces of truss,and placed so their center TPUWICA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,Ino./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values sae ESR-1311,ESR-1968(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 16'- 6.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BYR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 1- 3-( O) 50 2- 6=(-378) 1540 3- 6=(-326) 309 WEBS: 2x9 KDDF STAND 231E-- - 4=(-1751) 977 B- 6=(-931) 1590 8- 9=(-121) 306 LOADING 3- 4=(-1351) 24756870 68 8- 5=(-326) 306 TC LATERAL SUPPORT K- 12"OC. SON. - 5=(-1351) 256 LL( 25.0)+DL( 7.N) BN TOM CHORD = 32.0 PSF - 7=(-1750) 550 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSI' 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 BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -125/ B09V -82/ 62H 5.50" 1.29 KDDF ( 625) LIMIIEDMSTOS OF IOE 212 AND IRC 2012 NOT SPITG MET. 1 0'- 6.5" -125/ B9V 0/ OH 5.50" 1.29 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 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, 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 = -0.075" @ 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" 8-03-04 8-03-04 MAX HORIZ. LL DEFL = 0.059" @ 16'- 1.0" 4-04-11 9 MAX HORIZ. TL DEFL = 0.091" @ 16'- 1.0" 3-10-09 3-10-09 4-04-11 'rffff 12 6.00 M-9x6 12 Design conforms to main windforce-resisting Q 6.00 system and components and cladding criteria. 4.0" 4 ,(-� Wind: 140 mph, h=21.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 3 5 8 -5x6 M-3x9 n M-3x4 re to 1� P 2 i co -6 I O - 3.00 3.00 12 12 ), b y • 1-00 8-03-04 8-03-04 y y yyloo QP OFE 16-06-08 _ Co ' 0,IAac _� 89200PE t\'.;'. JOB NAME : POLYGON NW PLAN 7-B NH - A2 �� Scale: 0.3183 /,l /_' • • WARNINGS: GENERAL NOTES, unless otherwise noted. '!••/ Truss A2 1.Builder and erection contractor should be advised of all General Notes This design k based only upon the parameters shown end Is for an Individual 4_ OFEGGCN t and Warnings before construction commences. building component.Applicability of design parameters and proper 1.1(1 l.7 I it 2.2z4 compression web bracing must be Installed where shown+, incorporation of component k the responsibility of the building designer. � ��. 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bosom chords to be laterally braced at1 � i ,a' ('3O is the responsibility of the erector.Additional permanent bracing of T o c.and at 10'o.c respectively unless braced throughout their length by 7{. V DATE: 12/10/2015 the overall structure s the responsibility of the building designer. continuous later las ateral bracing re uirethng(TD)and/or tlrywall(BC). e' �� 3.In Impact bridging or the responsibility required oft he whereshown++ SEQ. :: 1<1589667 4.No load shook be applied to any component until after all bracing end 4.Installation of trues is the responelbili y olthe respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK d.,4mbadsbe°PO"toanY'rnPonent. and are for"dry oondeon"of see. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing al all supports shown.Shim or wedge If fabrication,handling,shipment and Installation of components. ry' EXPIRES.. f]JrJ�/ O+I.�_ 6.This design is furnished subject to the limitations set forth by 7.Patshall b es adequate ne drainagethNoeIs trusis,an Decern of 1 0,2015 L/J / I TPUWfCA in BCSI,copies of Michele be furnished uponB.Plates coincide be located on both races of truss,and placed so their center request. lines coincttle with joint center lines. 9.Digits Indicate arse of plate in Inches. MTek 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 Pacific Lumber and Truss-BC TRUSS SPAN 26'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS 1- 2=( 0) 50 2-10=(-251) 92 10- 3-( -12) 169 BC: 2x9 KDDF 9158TH LOAD DUSPAIED I24R0ASE = 1.15 SPACED 24.0" O.C. 2- 3=( -69) 347 10-11=(-255) 90 3-11=( -970) 169 WE: 2x9 KDDF STANDR 3- 4=(-196) 779 11-12=(-682) 251 4-11=(-1145) 298 WEBS: 2x9 KDDF STAND LOADING 4- 5-( -74) 220 12-13=( -48) 472 4-12-( -95) 806 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.D PSF 5- 6-( -85) 246 13- 8=(-241) 848 5-12-( -361) 143 BC LATERAL SUPPORT <= 12"OC. NDN. DL ON BOTTOM CHORD = 10.0 POE 6- 7=(-566) 90 12- 6=( -765) 194 TOTAL LOAD = 42.0 PSI 7- 8=(-980) 274 6-13=( O) 450 B- 9=( 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 lOPSF LIVE LOAD. TOP 5'- 1.0" -72/ 109V 0/ OH 119.00" 0.17 KD➢F ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9'- 11.0" -231/ 1605V 0/ OH 119.00" 2.57 KDDF ( 625) 26'- 0.0" -109/ 613V 0/ OH 5.50" 0.98 KDDF ( 625) REFER TO COMPUTRUS STANDARD GABLE END DETAIL FOR DETAILS GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 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 = 1.092" 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" f fMAX HORIZ. TL DEFL - 0.039" @ 25'- 6.5" HM-4x4 12 M-1.5x4 4.0" Design conforms to main windfoxce-resisting 6.00 M-3)65 .f-�M-3x5 M-3x5 system and components and cladding criteria. M-1.5x4 12 f_ M-3X99 y' M-3x5 6.00 Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-3x9 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f I load vertical(s)aare xexposed to wind, �• End * Truss designed for wind loads in the plane of the truss only. 7M- M-3x6 M-1.5x3 00 M-2.5x9 or equal at non-structural diagonal inlets. ee 13 Truss designed for 9x2 outlookers. 2x4 let-ins 5x6 M-3x4 of the same size and grade as structural top al chord. Insure tight fit at each end of let-in. o � 1 ""' 2 12 4. Outlookers must be cut with care and are - M-3x8 t'...'",%6�8 • o permissible at inlet board areas only. 0 M 11.DSx3 11,4-5x10 1 0 M-3x4 d 3.00 3.00 r .. ), y 12 y ), 12 y � V0 Pfd® � 9-11 3-01 4-08-12 8-03-04 � � ,1 y y y ,i l �� , .tk , ,5 ,. 1-00 9-11 7-09-12 8-03-04 1-00 -''' :. •---- 1-00 ,_ 1 b 1-00 89200PE Y-- 1-00 26-00 NW PLAN 7-B NH - B1 °v /- JOB NAME : POLYGON ' sale: 0.2098 �. y OREGON Ott✓ WARNINGS: GENERAL NOTES, unless otherwise noted I.Balder and erection contractor should be advised of all General Notes i This design is based only upon the parameters shown and Is for an Individual 6- •:1)1( y�1 P •• ..- Truss: B1 and Warnings before construction commences. buikling component.Applicability of design parameters and proper ./) 4 y, incorporation of component Is the responsibility of the building designer. f^ 2.2:0 compression web bracing must be inNalled where shown.. 2.Design assumes the top and bottom chords to be laterally braced at [ �. 3.Additional temporary bracing to Insure stability during construction2'o.c.and at 10'o.c.respectively 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). 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.ImTellation of truss Is the responebifty of the respective contractor. SEQ.: K15 8 9 6 6 8fastenersere complete and at no time should any loads greater than 5.Design assumes buses are to be used in a non-corrosive environment, EXPIRES: Ip CC: 1 I1!71/201 Cil. design applied nomponen and are for"dry condition.of use. JJ111' 1'\Ci,7 12 3I G 5 TRANS ID• LINK des loadsbea iedtoan t. 6.DesignassumesWgbearingatallsupports shown.Shim or wedge if December 10,2015 5.CompuTrus has no control over and assumes no responsibility for the necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 6.This design is fumished subject to the limitations set forth by 8.Plates shall be located on both feces of truss,and placed so their center TPIIWICA in SCSI,copies of which will be furnished upon request. fins coincide with joint center lines. 8.Digits indicate alae of plate in inches. MITek USA,Ina./CempuTrus Software 7.6.7(1 L)-E 10.For baste connector plate design values see EBR-1311,ESR-1888(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDE/Cq=1.00 TC: 2x4 ROOF #I&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 1- 2=( 0) 50 2-10=(-247) 1594 10- 3=( 0) 228 WEBS: 2x9 KDDF STAND 2- 3=(-1886) 361 10-11=(-299) 1591 3-11=( -378) 107 LOADING 3- 4=(-1479) 359 11-12=(-171) 1308 4-11=( -85) 76 TC LATERAL SUPPORT <= 12"OC- UON. 4- 5=(-1343) 362 12-13=(-436) 2628 9-12=( -183) 151 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1368) 346 13- 8=(-616) 2784 5-12=( -207) 953 BC LATERAL SUPPORT <= 12"OC. DON- DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF 6- 7=(-2946) 590 12- 6=(-1726) 395 OVERHANGS: 12.0•' 12.0" 7- 8=(-3145) 715 6-13=( -191) 1428 LL = 25 PSF Ground Snow (Pg) 8- 9=( O) 50 13- 7=( -104) 165 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. MAX HORZ SIG REQUIRED SPG ES LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP0'- 0.0" -179/ 1206V -134/ 134H 5.50" 1.93 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 26'- 0.0" -179/ 1206V 0/ OH 5.50" 1.93 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -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" 13-00 MAX TL CREEP DEFL = -0.003" @ 27'- 0.0" Allowed = 0.133" 13-00 1' MAX HORIZ. LL DEFL = 0.098" @ 25'- 6.5" 5-02-12 4-08-04 3-01 4-07 4-00-05 4-04-11 MAX HORIZ. TL DEFL = 0.162" @ 25'- 6.5" f 12 6.00 p M-4x6 12 Q 6.00 Design conforms to main windforce-resisting 9 0" system and components and cladding criteria- 5 nS( Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di r), M-3x4 load duration factor=l,6, 4 End vertical(s) are exposed to wind, M-3x6 Truss designed for wind loads in the plane of the truss only. M-3x9 3 M-1.5x3 7 ee�t 13 e10 M-5x6 =M-4x4 c v 12 M 1 rellEMIMIMIlito sa M-3x10 i ( of M-3x4 M-1.5x3 1M-5x10 9 1 0 - c 3.00 3.00 12 12 )- b b .1 b 5-01 4-10 3-01 4-08-12 8-03-04 1-00 9-11 )' 7-09-12 ), y y 0� PArRQ,-� sl �'t- < J., 8-03-04 1-00 �� .:N�CN .,' 26-00 ' '89200PE JOB NAME : POLYGON NW PLAN 7-B NH - B2 • Scale: 0.2096 WARNINGS: GENERAL NOTES, unless otherwise noted: ® , Truss B2 1,Builder and erection contractor should be advised of all General Notes 1.ThsdecgnisbasedonlyupontheparametersshownandIsforan individual O and Warnings before construction commences. building component.Applicability of design parameters and proper OREGON 171!1 EGONU Y 2,2v4 compression web bracng must be installed where shown�, incorporation of component k the responsibility of the building designer. ,s 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at ✓1 ,y�y[ fj ps,,, 's the responsrbitlry of the erector.Additional permanent bracing of 2 o,c.and at 10'o,c.respectsely unless braced throughout their length by ('J 7'7 W F DATE: 12/10/2015 the overall structure Is the responsibility Ps Impact sheathing such as plywoodcing raired where non 0 tl �� p N ofthe building designer. 3.2x Impact bridging or lateral bracing required shown v'rywall(BC). SEQ.: K1569669 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, TRANS I D: LINK deGgn loads be applied to any component, and are for'Wry conditionof use. 5.compurrus has no control over and assumes no responsibility for the 8.Designassumeslug bearing at eh supports shaven.Shim or wedge if fabrication,handling,shipment and installation of components. ry. EXPIRES: 12131./201-5. 6.This design is furnished subject to the limitations set forth by 7.Design assumes adequate drainage is truss,rovided. G/a3 /G 1 TPIIWrCA in SCSI,copies of which will be furnished u 8.Platesshallbe with jointed on both faces of and pieces so their center December 10,2015 pen request. lines coincide cold IoIM center lines. MiTek USA,Inc./CompuTms Software 7.6.7(1 L}E 9.Digits indicate size of plate In inches. 10.For basic connector plate design values see ESR-1311,659-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC TRUSS SPAN 26'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 LUMBER SPBIIEICATIONS 1- 2=( 0) 50 2- 8=(-270) 1526 3- 8=(-303) 258 BC: 2x4 BIDE #16BTR LOAD DUSPAIEN I24REASE = 1.15 BC: 2x9 KDDF#168TR SPACED 24.0" O.C. 2- 3=(-1813) 396 8- 9=(-124) 1001 H- 9=(-128) 638 3- 4=(-1590) 399 9- 6=(-298) 1528 4- 9=(-128) 638 WEBS: 2x9 KDDF STAND LOADING 4- 5=(-1590) 399 9- 5=(-383) 258 BC LATERAL SUPPORT <- 12"OC. UON. 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 TOTAL LOAD = 42.0 PIE OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LBEARINGS MAXCVIRTS MAXCHIRNS SIZE RE UI. BRG(SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 26'- 0.0" -179/ 1206V -134/ 134H 5.50" 1.93 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/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 = 1.259" 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 - 0.043" @ 25'- 6.5" 13-00 13-00 1 6-09-04 6-02-12 6-02-12 6-09-04 Design conforms to main windforce-resisting T system and components and cladding criteria. 12 Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 M-4x6 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Q 6.00 6.00 load duration factor=1.6, 4.0" End vertical(s) are exposed to wind, 4 ,1',( Truss designed for wind loads u\ in the plane of the truss only. M-1,5x3 M-1.5x3 3 rm0 Cr" -411111111 \./Alkhbro o ' I I M-3x9 M-3x4 M-3x4 M-3x4 to 0 M-3x5(5) )' b y 8-10-03 y 8-03-11 8-10-03 • )' 4PRR ��D Otte y 10-00 y 16-00 b y �Co •{'t\o,1 F, tS>cx 1-00 26-00 1-00 rt 8920 PE 'C• JOB NAME : POLYGON NW PLAN 7-B NH - B3 Scale: 0.2098 ,4,4,117 - WARNINGS: GENERAL NOTES, unless otherwise noted: shown e�� OREGd. <t✓ 1.BuilderWarnings inereeor c nstnicronshould commences. of all General Notes 1.This design building componend.only Applicability of depon the rameters sign parameters and proper and is for an Individual F ,Q ,- . Nts • E Truss: B3 and Wemmgs before cons uct on commences. incorporation of component k the responsibility of the building designer. © I Y y \ 2 2x4 compression web bracing must be metalled where shown+. 2 Design assumes the top and bottom chorda to be laterally braced at Y `. 3.Additional temporary bracing to insure stability during construction 2 o.c.and at 10 0.0.respectively unless braced throughout the r length by a}�;,,�� { is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). '/_l I t\., DATE: 12/10/2015 the overall stricture is the responsibility of the building designer. 3.20 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 truss la the responsibility of the respective contractor. SEQ.: K 15 8 9 67 0 fasteners are complete end at no time should any loads greater than 5.Design assumes trusses era to be used In s non-corrosive environment, and are for"dry condition"of use. aJ v] { TRANS ID: LINK design loads be applied to any component. 6.Design assumes full bearing at aft support shown.Shim or wedge if EXPIRES: 12/31/201 B.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 S.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of miss,and placed so their center TPINJICA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,Inc.ICompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1317,ESR-1988(MRek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 27'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #169TR; LOAD DURATION INCREASE = 1.15 1- 2= 2- 3=(-1539) 383 8- 9=(8=(-257) 1288 8- 9=( 8) 2273 2x6 KDDF #16BTR T2 SPACED 24.0" O.C. BC: 204 KDDF #16BTR (-259) 1265 3- 9=(-448) 138 WEBS: 2x9 KDDF STAND 3- 9=(-1080) 364 9-10=(-293) 1265 9- 9=( -94) 564 LOADING 4- 5=( 0) 0 10- 7=(-293) 1268 9- 6=(-437) 200 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1063) 337 7-11=( 0) 4 6-10-) 0) 153 TC LATERAL SUPPORT <= 12"01. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1495) 390 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 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) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -189/ 1056V -97/ 102H 5.50" 1.69 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 21'- 11.6" -227/ 1015V 0/ OH 53.50" 1.62 KDDF ( 625) 25'- 8.8" 0/ 52V 0/ OH 0.00" 0.00 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1.5x9 o equal at non-structural ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. vertical members (uon). VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Unbalanced live loads have been MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" considered for this design. 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 HORIZ. LL DEFL = 0.020" @ 25'- 8.8" MAX HORIZ. TL DEFL = 0.033" @ 25'- 8.8" Design conforms to main windforce-resisting 13-00 14-00 system and components and cladding criteria. 5-11 5-01 2-00 3-01 10-11 Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f f _ f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 5 -M-4x4+ load duration factor-1.6, M-4x6 i 12 End vertical(s) are exposed to wind, 6.00 [7 Q 6.00 Truss designed for wind loads 4 in the plane of the truss only. M-3x9 M-2.5x9 or equal at non-structural diagonal inlets. M-3x4 T 3 2 0 M-3x9+ m B ( 6 C;7 o 1 2....!! T .. o M-3x4 M-165x3 90.25" M-115x3 lit of M-5x8(S) M-3x4 0 J, 5-09-04 y 5-02-12 y 5-02-12 y 9-09-04 y �, �1 �0 -: I ), 4.k+ - 1-00 26-00 ' 89 00E _. JOB NAME : POLYGON NW PLAN 7-B NH - B4 �je Scale: 0.2298 • © . WARNINGS: GENERAL NOTES, unless otherwaenoted' 7 ,q_OREGON 1.Builder and erection contractor should beadvised ofail General Notes 1.This desgnIsbasedonlupontheparametersshownandisfaranIMrvidual Truss: B4 �,j'7��ggq �Q and Warnings before construction commences. building component.Applicability atdesign parameters and proper 5') 14 2°- - ' ` .. 2.2v4 compression web bracing must be nstafled where shown+. Incorporation of component Is the responsibility of the building designer. t GG`` 3.Addtl onal temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords M be aterally braced at [� ` `�_ is Me responsibility or the erector.Additional permanent bracing of 7 o.c.and at 70 o.c.respectively unless braced throughout thea length by [,- .- -1 1a r: .- DATE: 12/10/2015 the overall structure is mere bill r the building des continuous sheathing such as plywood sheathing(TC)and/or drywall(BC).responsibility o g igner. 3.2a Impact bridging or lateral bracing required where shown♦♦ SEQ.: K1589671 4.No load should be applied to any component until after all bracing and 4.Installation of trues is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater man 5.Design assumes trusses are to be used in a noncorrosive environment, EXPIRES: {!]j+�y j17 +{G TRANS ID: LINK design mads be applied to any component. and are for"dry condition ar use. 16731/201/201.5 - TRANS CompuTrus has no control over and assumes no responsibility forme 8.Decere sa saumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and Installation of components. necessaryDecember 10,2015 6.This design Is furnished subject to the limitations set forth by 7.Design assumes adequate drainage is rovided. H.Plates shall be located on both faces or truss,and placed so their center TPI/NCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,IncJCompuTrus 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 LUMBER SPECIFICATIONS TRUSS SPAN 22'— 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce—resisting BC: 2x9 KDDF#1&BTR SPACED 24.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"00. UON. LOADING BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 POE (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 11-00 11-00 f 1' 1' 1212 IIM-4x4 6.00 L Q 6.00 I. 1lI1I11IIIIIII4 0 o 1 �� i_ o O M-3x5(5) I o M-3x4 M-3x4 y k y- 10-00 12-00 �67 _ 0h •RO�L •S ' 1-00 22-00 • � C1 1p� .0 4'89200PE fi r" JOB NAME : POLYGON NW PLAN 7—B NH — Cl Scale: 0.3558 —d4 . — WARNINGS: GENERAL NOTES, unless otherwise noted �y /'�/'�(�� 44/ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual �f O!-7 EGON i Y Is Truss: Cl and Warnings before construction commences building component Applicability of design parameters and proper 2.204 compression web bracing must be installed whore shown v Incorporation of component is the responsibility of the building designer. 14Y0 3.Additional temporary bracing to insure statelM during construction 2 T ao.assumes1a the top and bottom chords to d throughout'sternly braced et 1ys,�! s the responciblkty of the erector.Additional permanent bracing of Y oz.and at 10 o.c.respeGNeN unless braced their length by 'krR continuous sheathing such as ptywood chealhmg(TC)and/or drywall(BC). ' �'ey'R 1[ DATE: 12/10/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown.. •/f-1 sa SEQ.: K1589672 4.No load should be applied to any component until after all bracing and 5.4. allation of truIsthth8rspooe to sibbe illlcedbthe hnon�octive rtoeventm tor. fasteners are complete and et no time should any roads greater thanDesign assumes TRANS I D: LINK design loads be applied to any component. and are for fulcondition.eri ogl use.supports wedge i 5.CompuTrus has no control over and assumes no responsibility for the 6.Defull bearing leg au ds shown.Shim or wed f EXPIRES: 12/31./17015 necessary. I,� L/ l L. 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 boated on both feces of truss,and placed so their center TPIIWfCA in BCSI,copies of whbh will be furnished upon request. lines coincide with Joint center lines. 9.Diggs Indicate alae of plate in inches. MiTek USA,Int./CompuTrus Software 7.6.7(1 L)-E 10.For basis connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 8=(-224) 1261 3- 8=(-311) 220 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1504) 335 8- 9=(-103) 834 8- 4=(-111) 492 WEBS: 2x4 KDDF STAND 3- 4=(-1318) 338 9- 6=(-253) 1261 4- 9=(-111) 492 LOADING 4- 5=(-1318) 338 9- 5=(-311) 220 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1504) 335 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 50 OVERHANGS: 12.0" 12.0" TOTAL LOAD = 42.0 PSF LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -119/ 1038V -109/ 109H 5.50" 1.66 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 22'- 0.0" -119/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. !COND. 2: Design checked for net(-5 psf) uplift at 24 "cc 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 HOPIS. LL DEFL = 0.018" @ 21'- 6.5" 11-00 MAX HORIZ. TL DEFL = 0.030" @ 21'- 6.5" 11-00 T f 5-09-04 5-02-12 5-02-12 5-09-04 Design conforms to main windforce-resisting 12 T 1` f T system and components and cladding criteria. 12 6.00 M-4x6 Q 6.00 Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor=1.6, 4 .-,f End vertical(s) are exposed to wind, \ii Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 3 M 0 111111111L _ M 1 fi m MII O 2 = - o M-3x4 M-3x4 M-3x5(S) M-3x4 6 M-3x4 0 b y ) y 7-06-03 6-11-11 7-06-03 10-00 12-00 -.,4,-,. Y-,--... y y Q,EQ PAO • cl�iy � , . - 7,R '1-00 22-00 -00 C� -17 89200PE g° JOB NAME : POLYGON NW PLAN 7-B NH - C2 Scale: 0.2433 -44001/111.1e ....- WARNINGS: WARNINGS: GENERAL NOTES, unless otherwise noted Truss C2 1.Balder and erection contractor should be advised or all General Notes 1.This deeign is based only upon the parameters shown and Is for anindNduel OREGON fa• and Warnings before construction commences building component.Applicability of design parameters and proper. . fl G�.,1lJIY he <,, 2.204 compression web bracing must be installed where shown«. incorporat on of component s the responsibility of me building des gner. V' •q 3.Additional temporary bracing to Insure stability during constructor 2 Oesgn assumes Me lop and bottom unless braobe dthroughout bracedat en *��• lk �vy 2P-‘. � "^�.. is the responsbility of the erector Adtldonal permanent bracing of 2o.c.antl a110'o.c reapedrveN braced their length by 'Y' �[eS._ DATE: 12/10/2015 the overall structure Is the responsA lty of the building designer. continuous sheathing such as plywood sheething(Tc)and/or drywall(Bc). s", I v 3.Ht Impact bridging or lateral bracing required where shown«« .kJ7_.a©1 SEQ.: K1589673 4.No load should be applied to any component until after all bracing and A Installation oftruss isthe responsibility ofthe respective Centred°, • fasteners are complete and at no time shoed any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, - - TRANS ID: LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Designeassumes full bearing at ah supports shown.Shim or wedge If [ D{ f# { fabrication,handling,shipment and installation or components. ry' Gf 4RE 12j'ai��20'1�� 8.This design Sfurnished subject tothe limrtationsset forth by 7.Pltehgn ahbeelctedbothifagelo truss,an d. December 10,2015 e.Plates shag a located on both laces of truss,and placed so melt center TPIMTCA in BCSI,copies of which will be famished upon request. lines coincide with joint center linea 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 TRUSS SPAN 22'— 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x9 KDDF #l&BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce—resisting BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=l5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. LL( DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration arerex.o, End vertical(s)) are exposed to wind, LL = 25 POE Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall DON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 11-00 11-00 T 12 12 I IM-4x4 12 6.00 6.00 3 M 0 2 ' �M 0 o 1 , o M-3x5(5 ) M-3x4 M-3x4 * * 10-00 12-00 �[t •h'.94-61- y 1-00 y 22-00h [ „• $'/° z92OOPE t.- JOB NAME : POLYGON NW PLAN 7-B NH - C3 Scale: 0.3558 Elie WARNINGS: GENERAL NOTES, unless otherwise noted: w CjREG — 1.0•t.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual . 'yam Truss• C3 and Warnings before construction commences. building component.Applicability of design parameters and proper �e l • 2.h4 compression web bracing must be nctalled where shown Incorporation of component Is the responsibility of the building designer. Yf'� ( 14, , 3.Additional temporary bracing to insure stability during construction 2.Design assumesat10'0.0lrespectively s and bottom chords c be d throughout braced el �J Y ('� is the responsibility of the credo,.Additionalpermanent bracing f 2'04. d at 10' uch as plywood sbreceng)TC)and/or drywaeir gBC). -$-PfPlIke� jl p tY g o continuous sheathing such as plywood sheathing(TC)anNor tlrywall(BC). � ^^^fff DATE: 12/10/2015 the overall structure Is Me responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where Mown O s - SE K 15 8 9 6 7 4 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 4• fasteners are complete and at no time should any loads greater than 6.Design assumes trusses are to be used In a non-corrosive environment, design loads be applied to a t. and are for-dry condition..of use. EXPIRES: rrY RFJ �1/�] TRANS ID• LINK gra pp any component. 8.Design assumes full bearing at all supports shown.Shim or wedge if LJ\�II 1L lr]/OI/to�J S.CompuTrus hes no control over and assumes no responsibility for the necessary. I,� CAf-41l Gal LLF JJ /t fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. December 1 0,201 5 6.This design Is furnished subject to the limitations set forth by S.Plates Mall be located on both faces of truss,and placed so their center TPIIWfCA 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 basic connector plate design values see ESR-1311,ESR-1966(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF #1513TR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 1- 2=( 0) 50 2- 8=(-224) 1261 3- 6=(-311) 220 WEBS: 2x9 KDDF STAND 2- 3=(-1509) 335 8- 9=(-103) 834 8- 9=(-111) 992 LOADING 3- 9=(-1318) 338 9- 6=(-253) 1261 9- 9=(-111) 992 TC 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 BC LATERAL SUPPORT <= 12"01. 000. DL ON BOTTOM CHORD = 10.0 PSF 5- 6=(-1509) 335 OVERHANGS: 12.0" 12.0" TOTAL LOAD = 42.0 PSF 6- 7=( 0) 50 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX TIOZ SIG REQUIRED SPG(SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE 1.66 F ( 625) D'- 0.0" -119/ 1038V -109/ 109H 5.50" 1.66 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 22'- 0.0" -119/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 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 = -0.043" @ 19'- 5.8" Allowed = 1.059" MAX TL CREEP DEFL = -0.088" @ 14'- 5.8" Allowed = 1.406" MAX LL DEFL = 0.002" @ 23'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.018" @ 21'- 6.5" MAX HORIZ. TL DEFL = 0.030" @ 21'- 6.5" 11-00 11-00 '1 5-09-04 5-02-12 5-02-12 5-09-04 '' ,r Design conforms to main windforce-resisting 12 fsystem and components and cladding criteria. 12 6.00 M-4x6 Q 6.00 Wind: 190 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 4,-7( load duration factor=l.6, DQ End verticals) are exposed to wind, 1111 Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 3 M M M o 1 err 2 - 1-- m I 9 7 o M-3x4 M-3x4 M-3x5(5) M-3x4 M-3x4 s i y 7-06-03 y 6-11-11 y y 7-06-03 y 10-00 12-00 l ,RED PR Ott 1-00 22-00 i-00 - .�� v-,.�a[N.,�, �% 89200PE e": JOB NAME : POLYGON NW PLAN 7-B NH - C4 iiiigiorr,:0'' Scale: 0.2433 WARNINGS: GENERAL NOTES, unless otherwise noted (- Truss C4 1.Builder and erection contractor should be advised or all General Notes This designs based only upon the7� OREGON and warnings be fore construction commences. Wieling Parameterse trend Ispfor anIMrvidual t s • g wmponant Applicability of design parameters and proper �((� 2.2a4 compress on web bracing must be nslallea where shown+. Incorporation of component 1s the responsibility of the building designer. 3.Atltlltronal temporary bracing to orate stability during construction 2.Design assumes the top and bottom chords to be lateralty braced at >�f� #/ J i (�fl , is the responsibilry of the erector.Additional permanent bracing of cons.and at 70'o.c.reach as plywoodly unless braced throughout their length by �J 'f,� f+� DATE: 12/10/2015 the overall structure sthe responsibility ofthe buItlmgdesgoer mpactbridging or ssheathngsuchasaired ing(TC)and/ordrywall(BC). /^_ Q), SEQ.: K1589675 4.No load should be applied to an 3.�ImpeenoftussIsthlerelpon IlyofthewTereshown++ `� '1y][ y component until after greats bracing and 4.DesignInstallaassn tram is es re to be use of the non-corrosive contractor. F�f{s fasteners arecompleteea lie and at no time should any masa greater man s.Design assumes trusses are to be used In a noncorrosive environment, TRANS I D: LINK dawgn load:be applied to any component, and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for be 6.De�ig�ssumesnil bearing at al supports shown.Shim or wedge if fabrication,handling,shipment end installation or components. necessary. EXPIRES: �/]/J��I"tnG. 6.This design is furnished subject to the limitations set forth by 7.Design assumes adequate drainage Is provided. GE J GV J 8.Plates shall be bested on both faces of truss,end placed so their center December 10,2015 TPIN✓fCA in BCSI,copies of which will be famished upon request lines coincide with Joint center lines. 9.Diggs Indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.7(10-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 LUMBER SPECIFICATIONS 1-2=(-51) 28 1-9=(-35) 32 2-4=(-99) 81 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 2-3=( -7) 3 SPACED 24.0" O.C. BC: 2x4 KDDF #13BTR WEBS: 2x9 KDDF STAND LOADING IC LATERAL SUPPORT <= 12"01. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 92.0 PSF 1'- 0.0" -24/ 205V -18/ 43H 5.50" 0.31 KDDF ( 625) 9'- 0.0" -18/ 131V 0/ OH 5.50" 0.21 KDDF ( 625) JT 1: Heel to plate corner = 5.25" LL = 25 POP Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DELL = -0.002" @ 0'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.002" @ 0'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.004" @ 2'- 4.0" Allowed = 0.159" 3-00 A MAX TC PANEL TL DEFL = -0.005" @ 2'- 5.2" Allowed = 0.239" "I' MAX HORIZ. LL DEFL = -0.000" @ 3'- 8.2" MAX HORIZ. TL DEFL = -0.000" @ 3'- 8.2" 12 9.00 G,- Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=19.Bft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, M-1.5x3 End vertical(s) are exposed to wind, s � Truss designed for wind loads 2 in the plane of the truss only. ig N I PROVIDE SUP. 0 , o 1 I o M-3x8 M-1.5x3 ), 3-00 b b 4-00 �� W NIE-. Jo�' $9200PE JOB NAME : POLYGON NW PLAN 7-B NH - D1 -+ • Scale: 0.6153 ��ar •/�� ' ".„, WARNINGS: GENERAL NOTES, unless otheenise noted: .'I) OREGON C 1 'IfBuilder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an IndividualJQe Truss: D1 and Warnings be fore construction commences building component Applicability of design parameters and proper 4© l- O� 2x4 cern b bracing moat be oat II d where shown«. ncerporation or component k the responsibility of the building designer. 1 y._ 2 compression we 2 Design assumes the top and bottom chords to be laterally braced e 3.Additional temporary bracing to Insure stability during construction Y o.0.and at 10 o c respectivey unless braced throughout their length by ( cJ is the responsibilly of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -RIO- DATE: 12/10/2015 the overall structure is the responsibility or the building designer. 3.2x 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 responsibiIy of the respective contractor. SEQ.: K15 8 9 6 7 6 fasteners are complete and at no time should any loads greater than B.Design assumes trusses are to be used m a non-corrosive environment, and are tor•dry condition•of use. TRANS ID: LINK design loads be applied to am component. 6.Design assumes full bearing at allsuppods shown.Shim or wedge if EXPIRES: 12/31/2015 S.CompuTrus has no control over and assumes no responsibility for the necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. December 10,2015 B.This design is furnished subject to the limitations set forth by B lines sohddbe located o twit centerthli ices of truss,and pieced so their center TPNMCA In SCSI,copies of which will be famished upon request. 9.Digits indicate six of plate In inches. MITek USA,Int./CorpuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1908(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" INC 2012 MAX MEMBER FORCES l-3=)OF/Cq=1.00 TC: 2x9 KDDF #18CAT BTA LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #16BTR WEBS: 209 KDDF STAND SPACED 29.0" S.C. 1-2=(-29) 19 1-3=(0) 0 LOADING BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"00. SON. DL ON BOTTOM CHORD = 10.0 PSF 1'- 0.0" -27/ 215V 0/ 27H 5.50" 0.32 KDDF ( 625) TOTAL LOAD = 92.0 PSF 3'- 9.2" 0/ 38V 0/ OH 5.50" 0.06 KDDF ( 625) JT 1: Heel to plate corner = 5.25" LL = 25 PSF Ground Snow (Pg) 4'- 0.0" -36/ 84V 0/ OH 1.50" 0.13 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5(- psf) uplift at 24 "oc spacing. 1 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/1B0 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.004" @ 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 = 0.274" 12 MAX HORIZ. 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, ,O End vertical(s) are exposed to wind, ,-i Truss designed for wind loads in the plane of the truss only. 0 rli )0 ,- ,, , I o0 o 0 4..., / 3>< M-3x8 y y 3-00 • 1, 0 N cr (PROVIDE FULL4 BEARING;Jts:4,3,2 y -� �� ij V4 89200P JOB NAME : POLYGON NW PLAN 7-B NH - D2 . Scale: 0.8962 0 44/1 WARNINGS: GENERAL NOTES, unless otherwise noted. OREGON Truss D2 1.Builder and ereclon contractor should be advised of all General Notes f.Ths design Is based ons upon the parameters shown and is for an lndNitlual v J.,,‘. A. and Wa mings before constructor commences building component Applicability of design parameters and proper y q 2.204 compression web bracing must be Installed where shown+ incorporation of component s the responsibility of the building designer. � � I (ro � 3.Additional temporary bracing to insure stabil during 2.Design assumes me top and bottom chords to be laterally braced at I 4T stability g construction2 o c and a110 o.c re dive IFF b i[ DATE: 12/10/2015 Is the reopeneblN of the erector.Additional permanent bracing of ape sunless braced throughout their length by .+�..'7 IM the overall structure is the respenalbiiN of the building designer. continuous sheathing such as plywood required here)and/or drywall(BC). I'j Q.: K15896773.Installact tion 01 truss Isging or thterespensll grespreshe cot .S D' 4.No load should be applied to any component until after all bracing and 4.Installation of Imre Is the responeiblBN of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes misses are to be used in a nen-corrosive environment, TRANS ID: LINK design loads be ppnedtoany component. and arefor•drycondition"ofuse. EXPIRES: 1x2/31/20 5t 5.CompuTms has no control over and assumes no responsibility ler the S necessary.gnassumes full bearing at all suppods shown.Shim or wedge If December 10,2015 fabrication,handling,shipment and Installation of components. 6.This design is furnished subject to the limitations set forthby 7.Design assumes adequate drainage is provided. TPIANICA in BCSI,copies of which will be furnished u B.Platessnail be located on beth feces of truss,and placed so their center upon request, linesscoincidejoint with Joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E B.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 8'- 2.0" ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. LUMBER 4PECIFICATIONS TC: 2x4 KDDF #168TR LOAD DUSPAIED INCREASE C 1.15 Design conforms to main windforce-resisting BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Wind: 140 mph, h=15f t, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 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. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 12 4.00 l7 3 -/ 0 I oI M lIl 2 00 M 0 M-3x4 y y y 1-00 8-02 -'Q}tp PRQ/ . 9200PE JOB NAME : POLYGON NW PLAN 7-B NH - E1Scale: 0.63664111"/ WARNINGS: GENERAL NOTES, unless otherwise noted: OREI�©IV [/i 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shove and is for an Individual •,/f v 0� �Q Truss: El and Wamings before construction commences building component.Applicability of design parameters and proper 1Y, • 2.2x4 compression web bracing must be Metalled where shove+. resign assumes o1 component m the resp0 sibillly of the builally ng designer. .ar_ 3 Additional temporary bracing to Insure stability during construction 2.7 o.c,ndsat 10 the lop and bottomunlessessrba d t laterally braced atby T Y nti and at 10 hin respectively ply braced throughout their length). t+ .-R �` IS the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)antllor drywall(BC). V DATE: 12/10/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ.: K 15 8 9 67 6 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, and are for"dry condition"of use. EXPIRES: c {]J+� TRANS ID' LINK design loadsbe applied to any component. 8.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: G7t3)/ 01 S.CompuTrus has no control over and assumes no responsibility for the 5 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. DeCem�GIpr 10,2015 8.This design h furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TP W/TCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sae of plate in Inches. MiTek USA,Ino./CompaTnu Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF#16BTR SPACED 24.0" O.C. 1-2=( 0) 36 2-5=(-51) 67 3-5=(-255) 179 WEBS: 2x4 KDDF STAND 2-3=(-105) 88 LOADING 3-9=( -7) 3 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC, UON. DL ON BOTTOM CHORD = 10.0 PSI BEARING MAX VERT MAX HORZBRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 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) ** 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. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -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 0-03-12 f f MAX HORIZ. LL DEFL = 0.001" @ 7'- 10.3" 12 MAX HORIZ. TL DEFL = 0.001" @ 7'- 10.3" 4.00 1" M-1.5X3 Design conforms to main windforce-resisting 4 system and components and cladding criteria, 3 -7 Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 P (All Heights), Enclosed, Cat.2, Exp-B, MW£RS(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 egi 0 0 ro N o � i 2►� o M-3x4 M-1,5x3 J‘ l )' 7-10-04 0-03-12 l l 1-00 8-02 y ,�� a[N , �i� JOB NAME : POLYGON NW PLAN 7-B NH - E2 /A''' Scale: 0.5366 i WARNINGS: - (1� - - I.Builder and erection cenireotsn should be advised of all General Notes GENERAL NOTES, unless nthep rooted • Truss: E2Thisdesigncomp neat.ased oplycpbnihe parameters and is for an Individual F1 rlEG�ypt and Warnings before construction commences building component.Applicability of design parameters and properlJ!-7 U IJI V 11��.. 40.7 2.2v4 compression web bracing must be l ataII d where shown*, incorporation of component Is the responsibility of the building designer. �^ 3.Additional temporary bracing to insure stability during construction 2 Design assumes Me lop and bottom chords to be laterally braced at +�/� 1,-.. 7�kr a]O� ��' DATE: 12/10/2015 is the responsibility of the erects,Additional permanent bracing of 2 OA and at 10 o c,respectively unless braced throughout their length by ('�j 4 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheath ng(TC)and/or drywall(BC), . SEQ.: K1589679 4.No load should baa applied 3.2x Impact bridging or lateral bracing required where shown+* $Jt1 �[ PP any component until ager all bracing and 4.Installation of truss Is the responsibility of the respective contractor. !'S k� fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are for dry wntldion°areae. 5.compaTrus hes no control over and assumes no responsibility for thenece 6.Design sesames fun bearing at ell suppods shown.Stam or wedge 11 J+} fabrication.handling.shipment and installation of components. �ry' EXPIRES: 127�.i 1/G015 fi.This design re furnished subject to the limitations set forth by 7.Design assumes adequate both facesage is trues,provided. TPWVTCA in SCSI,coof which will be famished u 8.Platess coinciall de with jointted onnrlof trues,and placed so their center December 10,2015 pies poo request. lines ceincttle with center linea. 9.Digits indicate see of plate In inches. MITek USA,Inc./CompUTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Welk) This ific designLumber prepared andTruss-BC from computer input by TRUSS SPAN 5'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 LUMBER SPROIFICATIONS 1-2=( 0) 36 2-5-(-33) 36 3-5=(-161) 127 TC: 2x9 ROOF #1&BTR LOAD DURATION INCREASE = 1.15 2-3=(-69) 49 SC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 3-4=( -7) 3 WEBS: 2x9 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 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" 0.0' 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. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.038" @ 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 T ' '' MAX HORIZ. LL DEFL = 0.000" @ 4'- 11.2" 12 MAX HORIZ. TL DEFL = 0.000" @ 4'- 11.2" 4.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, M-1.5x3 (All Heights), Enclosed, Cat.2, Exp.a, MWFRS(Dir), 3 4 -/ load duration factor=1.6, End vertical(s) are exposed to wind, pp Truss designed for wind loads ti i in the plane of the truss only. 0 0 I1 N til *d, I „,5 0 o f 2 M-3x4 M-1.5x3 I I I 4-11-04 0-03-12 I I I p 1-00 5-03 �V PRO• fiE C?� C e� Si- - 0- ' 89200 E le-- JOB NAME : POLYGON NW PLAN 7-B NH - E3 Scale: 0.5895 ',......- WARNINGS( WARNINGS: GENERAL NOTES, unless otherwise noted pREGC?- z</� 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Indtc dual .rys a� L' Truss• E3 and Wammgs before construction commences buldingcomponenI Applicability of design parameters and proper " TF� ©N� .. • 2.2x4 compression web broGng must be installed where shown+ 2.Design assumes the top and bottom chords to be laterally braced at �j Y 3 adddlonal temporary bracing to insure stab Idy dur ng censhuct on 2 o c.and at 10'o.c.respect•wely unless braced throughout their length by r is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ` ` . j I `. DATE: 12/10/2 015 the overall structure is the responsibikty of the building designer. 3.2s Impact bridging or lateral bracing required where shown++ No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. SEQ.: K 15 8 9 6 8 0 4.fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used m e non-corrosive environment, and are for"dry mndhion"of use. �/p p c TRANS I D• LINK design loads be applied to any component. 8.Design assumes full bearing at all supports shown.Shim or wedge if EAI �i\E5. 12/31/2015. 5.CompuTrus has no control over and assumes no responsibility for the necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. December 10,2015 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPINVTCA 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(DL)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 5'— 3.0" 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc TC: 2x9 KDDF CAT BTA LOAD DURATION INCREASE = 1.15 spacing. BC: 2x9 KDDF #1413TR SPACED 24.0" O.C. Design conforms to main windforce—resisting TC LATERAL SUPPORT <= 12"00. UON. system and components and cladding criteria. BC LATERAL SUPPORT <— LOADING 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=l5ft, 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, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR TOPSF' LIVE LOAD. TOP Gable end truss oncontinuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. M-1X2 or equal typical at stud Verticals. Refer to CompuTrus gable end detail for complete specifications. 3 12 9.00 17 ti 0 0 gliglillill N 2 N /— I o /-- 1 �� M-3x4 9 1 y 1-00 5-03 y •P R O4- ,892OOPE I'''~ JOB NAME : POLYGON NW PLAN 7—B NH — E4 Scale: 0.7529 40110111!17 WARNINGS: GENERAL NOTES, unless otherwise noted OREGON w Truss• E91Builder and erectionontrac or should be etiv sed of all General Notes This des gn ISbased onlyuponthe parametersChown and le for an individual • V and Warnings before construction commences building component.Applicability of design parameters and proper -� E) 1 O� � 2.2x4 compression web bracing must be installed where shown+, incorporation of components the responsibilityof the building designer. () i 3.Additional temporary bracing to insure stability during construction 2.Design assumes the tap and bottom chords to be laterally braced at is me responsibility7oc.and at 10 oc respectively plywood I braced throughouttheir length by -'3.7 .13-f11•1—k- � L'�'�I - DATE: 12/10/2015 onnaeredor.Amtronalpermanenebrocingor 2a ImpoacadgingaeaucnasvNwiooasheathing(TC) ord ('11"t 4— the overall structure is the responsibility of the building designer. 3.2k Impact bridging or lateral bracing an rywall(BC). SEQ.: K1589681 4.No load should be applied teeny component bracinguntil after all and ryofthereere haaaethown+. a 4.Designesntas of es busses is s are U responsibility e in the respective contractor. fasteners arecompleteealie and at no time should any rosea greater than 5. assumes are m be used a noncorrosive environment, TRANS ID: LINK design leads beapplietlWany component. andare for"drycondition"ofuse. EXPIRES. 12/31/2015 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes NII bearing at all suppods shown.Shim or wedge if I,� fabrication,handling,shipment and installation of components. necessary. December 10,2015 8.This design is famished subjectto the limitations set forth by T.Design assumes adequate drainage is provided. e.Plates shall be located on both laces of truss,and placed so their center TP WJrCA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. M7ek USA,Inc./CompuTrus Software 7.6.7(1 L}E 9.Digits indicate sire of plate in inches. 70.For basic concealer plate design values see ESR-1311,ESR-1988(MiTek) Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION1 Failure to Follow Could Cause Property 34 Centerplate onjoint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths / I I (Drawings not to scale) Damage or Personal Injury offsets are indicated. Erni Dimensions are in ft-in-sixteenths. li‘b‘. 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 c2a 2. Truss bracing must be designed by an engineer.For O 1/16" wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I ilL\Illrillit abracing should be considered. O3. Neverexceedthe designloadingshownandnever 1_ U stackmaterialsoninadequatelybracedtrusses.4. Provide copies of this truss design to the building For 4 x 2 orientation,locate C7-8 cs designer,erection supervisor,property owner and BOTTOM CHORDS all other interested parties. plates 0-1na' from outside edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and nds a gibed fully.ulad y ANSI/TPI waneKnots and at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 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 PLATE SIZE use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that SYP represents values as published specified. �� PPIndicated by symbol shown and/or by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, 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 16.Do not cut or alter truss member or plate without p or (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. 1 ® r ( number where bearings occur. Min size shown is for crushing only. ��:, 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: 19.Review all portions of this design(frontback,wor s ANSI/TPI1: National Design Specification for Metal and pictures(before use.Reviewing pictures alone Plate Connected Wood Truss Construction. is not sufficient. DSB-89: Design Standard for Bracing. tiliar 20.Design assumes manufacture in accordance with BCSI: Building Component Safety Information, Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013