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Plans (92) /I/C 57Aa/RECEIVED G G S7 MAR 1n 2016 C11 V" OF 11GASD ��y `"4 H Op MiTek� �,IL4�I ��� ��r��d iSa Y MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL12-21 1 UPPER Fax 916/676-1909 POLYGON 4ABC 11/2012 The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by Pacific Lumber & Truss Co.. Pages or sheets covered by this seal:R35370856 thru R35370860 My license renewal date for the state of Oregon is June 30,2014. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. Digital Signature EXPIRATION DATE:06/30/14 October 26,2012 Tingey,Palmer 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 ANSUTPI 1. lot MiTek MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL 12-21 1_UPPER Fax 916/676-1909 POLYGON 4ABC 11/2012 The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by Pacific Lumber & Truss Co.. Pages or sheets covered by this seal:R35370856 thru R35370860 My license renewal date for the state of Washington is August 1,2014. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. \.:0,'R S.T` <e*" O WASif, 4'1- i Of ,,ir:""�� a? 440,/ October 26,2012 Tingey,Palmer 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 ANSUTPI 1. • $ Job Truss Truss Type Qty Ply POLYGON 4ABC 11/2012 R35370856 PL12-211_UPPER FG FLOOR TRUSS 1 1 Job Reference(optional) Pacific Lumber&Truss Co.,Hillsboro,Ore 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Oct 26 10:06:30 2012 Page 1 ID:Fz9QzgfDnIT1 tgjap2TkUzyPYh_-ITFUeM2nJD7JzVh5RIMDdGrkHxontoJdkTZUKZyPYRd 1 140 1 1 1-0-12 11 1-2-0 110-10-0 I 51ale=136,3 1.583 II 1.553 II 1.503 II 15x3 II 1.593 II 1.553 II 1.5X3 II 1.5x3 II 356 FP= 1.5x3 II 455= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 D ® . a --. % Lmi e e .e 30 33 32 31 30 29 28 V 26 25 24 356= 358= 356 FP= 3x5= 1.553 II 355= 355= 305= 385= 456= 356= 1.53 SP= 3x5= 8-11-12 I 7-9-12 �-d-12 1 71-9-12 I 7-9-12 0-7-0 0-7-0 12-10-0 Plate Offsets(X.Y): [1:Edge,0-1-81,18:0-1-8,Edge].[29:0-1-8,Edge1 LOADING(pst) SPACING 1-0-0 CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.38 Vert(LL) -0.34 28-29 >770 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.57 Vert(TL) -0.53 28-29 >492 360 BCLL 0.0 Rep Stress Incr NO WB 0.65 Horz(TL) 0.08 23 n/a n/a BCDL 5.0 Code IBC2009/TPI2007 (Matrix) Weight:111 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 DF 2400F 2.0E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 DF 2400F 2.0E end verticals. WEBS 4 X 2 DF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 35=664/0-5-8 (min.0-1-8),23=990/0-5-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1265/0,3-4=-1265/0,4-5=-2252/0,5-6=-2252/0,6-7=-2969/0,7-8=-2969/0, 8-9=-3443/0,9-10=-3443/0,10-11=-3800/0,11-12=-3800/0,12-13=-3802/0, 13-14=-3802/0,14-15=-3584/0,15-16=-3584/0,16-17=-3122/0,17-18=-3122/0, 18-19=-3122/0,19-20=-1950/0,20-21=-1950/0 S$S.Tj', BOT CHORD 34-35=0/684,33-34=0/1788,32-33=0/2652,31-32=0/2652,30-31=0/3443,29-30=0/3443, (Z `,..,{ 28-29=0/3688,27-28=0/3833,26-27=0/3721,25-26=0/3380,24-25=0/2797, O % IJP 23-24=0/1035 k ..j, WEBS 2-35=-932/0,2-34=0/815,4-34=-732/0,4-33=0/650,6-33=-560/0,6-31=0/445, s 8-31=-734/0,21-23=-1410/0,21-24=0/1282,19-24=-1187/0,19-25=0/455, 1• ... 16-25=-362/0,16-26=0/285,10-29=-496/46 ` F NOTES .:- ' 1)Unbalanced floor live loads have been considered for this design. ''1"'.. ii, 30496 Vic) ` 2)All plates are 3x4 MT20 unless otherwise indicated. f+ISTi S 3)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. Ai, 4)Required 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 I ,',�1. 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)468 lb down at 18-3-0 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). 4\(<-, ''G(} PROre LOAD CASE(S) Standard (�� �tN 4- '2 1)Floor:Lumber Increase=1.00,Plate Increase=1.00 4✓ Uniform Loads(plf) 6.j'=!°'E -Vr' Vert:23-35=-5,1-22=-50 j / Concentrated Loads(Ib) Vert:19=-468(F) '! � * OR�.O ,`°s 1r6 . ':R' ,N, 'wk-R s.- ' Digital Signature EXPIRATION DATE,06/30/14 October 26,2012 6 6 ®WARNING Verify riexign parameters grad RUE AVMS ON 111/S AM INCLUDED mrliK REFERENCE PAGE MII.7470 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 MiTek* ''x(, is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the iX[�Epi R* erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Qualify Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Saasttlern Pine(513 or SFp)lumber is specified,the design values ere those effective 06131/2012 by ALSC or proposed by PIS. t Job Truss Truss Type Qty Ply POLYGON 4ABC 11/2012 R35370857 PL12-211_UPPER FT1 FLOOR TRUSS 22 1 Job Reference(optional) Pacific Lumber&Truss Co.,Hillsboro,Ore 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Oct 26 10:06:31 2012 Page 1 ID:Fz9QzgfDnrTltgjap2TkUzyPYh_-mgptri3Q4XFAbfGH?MtSATNtsL5TcDfmzJJ1 sOyPYRc I 2-0-0 I 2-0-0 II 2-0-0 I 1-54 II 1-24) II 1-8-8 II 1-9-0 I Scale=1:37.3 1.513 II 1.53311 318= 1.513 II 3c4= 1.5s3 II 384= 1.583 II 1,4= 3t6 FP= 3x4= 1.583 11 358= 1.583 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 00 9— e./ \ / e7 a e e � 0 74 m 6 -, „:21 22 21 20 19 18 17 16 ^- 314= 3810= 316 FP=3x4= 1.513 II 3x5= 386= 3810= 314= 316 SP= 6-11-12 I 7-419 116-191 { 21-412 I 7-9-12 47-0 0-7-0 12-10-0 Plate Offsets(X.Y): [6:0-1-8.Edge].120:0-1-8 Edge] LOADING(psf) SPACING 1-7-3 CSI DEFL in (Ioc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 Vert(LL) -0.45 18-19 >574 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.67 Vert(TL) -0.71 18-19 >368 360 BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(TL) 0.09 15 n/a n/a BCDL 5.0 Code IBC2009/TPI2007 (Matrix) Weight:99 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 DF 2400F 2.0E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 DF 2400F 2.0E end verticals. WEBS 4 X 2 DF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 15=954/0-4-8 (min.0-1-8),23=954/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-3074/0,3-4=-3074/0,4-5=-4665/0,5-6=-4665/0,0.7=-4998/0,7-8=-4998/0,8-9=-4422/0,9-10=-4422/0, 10.11=-4422/0,11-12=-2779/0,12-13=-2779/0 BOT CHORD 22-23=0/1717,21-22=0/4051,20-21=0/4051,19-20=0/4665,18-19=0/4665,17-18=0/4821,16-17=0/3728, 15-16=0/1532 S. t S.)'JN WEBS 5-20=-335/0,2-23=-1923/0,2-22=0/1521,4-22=-1094/0,4-20=0/897,13-15=-1767/0,13-16=0/1438,11-16=-1094/0, ,ti GF 11-17=0/801,8-17=-459/0,8-18=0/287,6-18=-211/639 4q,� �1k WAS/ .1- NOTES ,;.a C ..' 1)Unbalanced floor live loads have been considered for this design. tet 1— — 2)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. >1 3)Required 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. ,+y 44, LOAD CASE(S) Standard �C �'I 30496W 4" 6.'`VO aAL rSL�� PR OPt.0 c NEk' /t' f. 4-14 'y OR-0 ,� Digital Signature EXPIRATION DATE,06130/14 1 October 26,2012 t e ,WARNING-Verify design parameters wad READ NOTES ON MIS ARID INCLUDED NITER REFERENCE PAGE MTI-7473 BEFORE USE. . Design valid for use only with Mgek 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 MiTek' � is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Ip erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding B fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/T911 Qualify Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312.Alexandria,VA 22314. Citrus Heights,CA,95810 If Southern Pine(SP or SPp)kamber its specified,the design values are those effectrte 00.0412012 by ALSC or proposed by SPIB. er Job Truss Truss TypeQty Ply POLYGON 4ABC 11/2012 R35370858 PL12-211_UPPER FT2 Floor Truss 1 1 Job Reference(optional) Pacific Lumber&Truss Co.,Hillsboro,Ore 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Oct 26 10:06:32 2012 Page 1 ID:Fz9QzgfDnITl tgjap2TkUzyPYh_-FsNF3242rgN1 DorTZ4Ohihw4LkStLj3wCz2bOSyPYRb I 2-6-0 I I 2-64 1.1 1-2-0 1 1 1-6-0 1 Scale=1:31.3 1.553 II 336= 1.5X3 II 3x4= 1.533 II 344= 1.533 II 336= 1.533 II 1 2 3 4 5 6 7 e 9 qi o- 1 is 13 12 77 334= 338= 7.5x3 II 3x4= 338= 3x4=- 9-1-4 9-14 I 7-9-12 184-12 P-11-121 I 16-04 1 79-12 0.7-0 0.7-0 9.3-0 0.1.8 Plate Offsets(X.Y): [4:0-1-8.Edae].(12:0-1-8 Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.34 Vert(LL) -0.26 11-12 >832 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.59 Vert(TL) -0.42 11-12 >524 360 BCLL 0.0 Rep Stress Incr YES WB 0.63 Horz(TL) 0.07 10 n/a n/a BCDL 5.0 Code IBC2009/TP12007 (Matrix) Weight:81 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 DF No.1&Btr end verticals. WEBS 4 X 2 DF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 15=802/0-4-4 (min.0-1-8),10=802/0-4-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2872/0,3-4=-2872/0,4-5=-3464/0,5-6=-3464/0,6-7=-2880/0,7-8=-2880/0 BOT CHORD 14-15=0/1721,13-14=0/3464,12-13=0/3464,11-12=0/3430,10-11=0/1723 WEBS 2-15=-1858/0,2-14=0/1242,4-14=-806/0,8-10=-1860/0,8-11=0/1248,6-11=-594/0,6-12=-229/358 to,R S.Tilt, NOTES �1, fi , '`i'' 1)Unbalanced floor live loads have been considered for this design. ��v VvASj3 f" 2)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/rPl 1. 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 i4-17 a0 to be attached to walls at their outer ends or restrained by other means. 1-. LOAD CASE(S) Standard 304961 ", `'(ISTti9-' ti'?ScS PR°Fe-- .G., 'goo, '".,,s,,. 01. If .f ts� O` Cts','• ,�� 17 8 "'��.2 ' A. A s.1' Digital Signature EXPIRATION DATE:06/30/14 October 26,2012 B it ®W.Mf NQ•Ver%;fp design parameters and RUB NOISS$ON THIS AM)INCLUDED minx REFERENCE PAGE Ha-7473 BEFORE USA Design valid for use only with heck connectors.This design is based only upon parameters shown,and is for an individual building component. MI I 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 NliTek" 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 ANSVTPI1 Qualify Criteria,DSB-89 and BCS/Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Cihus Heights,CA,95610 If Southern Fine(Pm Stip)lumbers specrimiStha design]values are those effective 98//84/2812 by ALSW or proposed by SFRF. s. Job Truss Truss Type Qty Ply POLYGON 4ABC 11/2012 R35370859 PL12-211_UPPER FT3 Floor Truss 7 1 Job Reference(optional) Pacific Lumber&Truss Co.,Hillsboro,Ore 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Oct 26 10:06:33 2012 Page 1 ID:Fz9QzgfDnIT1 tgjap2TkUzyPYh_-j2wdGN4gc8VugyQg6nvwFuTFP8pU4AX3Rdo8wuyPYRa 2-6-0 I I 2-5-4 11 1-2-0 II 1-34 1 Scale=1:31.0 1.5X3 II 306= 1.503 II 304= 1.503 II 3x4= 1.503 II 306= 1.503 II 1 2 3 4 5 6 7 8 9 ® o a\ oo e e 1% 14 13 12 11 10 304= 308= 1.503 II 3x4= 38= 304= 9-1-4 I 7-9-12 184-12 13-11-121 1 18-18 I 7-9-12 0-711 0-7.0 9-0-4 0-1-8 Plate Offsets(X.Y): [4:0-1-8 Edge].[12:0-1-8.Edge] LOADING(psf) SPACING 1-7-3 CSI DEFL in (lac) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.32 Vert(LL) -0.25 11-12 >873 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.57 Vert(TL) -0.39 11-12 >552 360 BCLL 0.0 Rep Stress lncr YES WB 0.62 Horz(TL) 0.06 10 n/a n/a BCDL 5.0 Code IBC2009/TP12007 (Matrix) Weight:80 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 DF No.1&Btr end verticals. WEBS 4 X 2 DF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 15=791/0-4-4 (min.0-1-8),10=791/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2824/0,3-4=-2824/0,4-5=-3381/0,5-6=-3381/0,6-7=-2830/0,7-8=-2830/0 BOT CHORD 14-15=0/1697,13-14=0/3381,12-13=0/3381,11-12=0/3356,10-11=0/1698 WEBS 2-15=-1832/0,2-14=0/1217,4-14=-770/0,8-10=-1833/0,8-11=0/1222,6-11=-568/0,6-12=-227/340 12 S.T'IN� .- NOTES -' , 1)Unbalanced floor live loads have been considered for this design. .R' (}v\'A LI, .} 2)Refer to girder(s)for truss to truss connections. ,., """Sr 3)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/IP'1. \'`Ao is ,- 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 ih ' _ 1. to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard 442 41., f'GIST 1Z S31ON'ALVCs r VI, :: VIR4 ORE . Digital Signature EXPIRATION DATE:06130/14 3 October 26,2012 4 _ ®WARNING-Verify design parameters and READ NOTES ON MIS AM)INCLUDRO TEK REFERENCE PAGE RET-7'47a BEFORE EYE& y Design valid for use only with MTek connectors.ThB design is based only upon parameters shown,and is for an individual building component. � Applicability of design parameters and proper incorporation of component a 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 BXB e fabrication,quality control,storage.delivery,erection and bracing,consult ANSI/Tell Quality CrIteda,DSB-89 and BCSI Bufding Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street.Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine(SP or SPp}lumber is specified,the design values are those effective OHIP21142 by ALSC Or proposed by SPIB. • • Job Truss Truss Type Qty Ply POLYGON 4ABC 11/2012 R35370860 PL12-211_UPPER FT4 Floor Truss 1 1 Job Reference(optional) Pacific Lumber&Truss Co.,Hillsboro,Ore 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Oct 2610:06:33 2012 Page 1 ID:Fz9QzgfDnlT1 tgjap2TkUzyPYh_-j2wdGN4gc8VugyQg6nvwFuTlb8td4Ay3RdoBwuyPYRa I 2-2-12 I I 2-6-0 I Scale=1:217 1.543 II 1 543 II 1.543 II 1 345= 2 3344= 4 5344= e oe — -41111111111111.1111- X19349= 6ate= 1.543 II 344= I 12-8-12 - I 12-8-12 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.07 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.30 Vert(TL) -0.12 8-9 >999 360 BCLL 0.0 Rep Stress lncr YES WB 0.59 Horz(TL) 0.02 7 n/a n/a BCDL 5.0 Code IBC2009/TPI2007 (Matrix) Weight:57 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 DF No.1&Btr end verticals. WEBS 4 X 2 DF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS All bearings 0-4-4 except(jt=length)7=0-4-8,7=0-4-8. (Ib)- Max Gray All reactions 250 lb or less at joint(s)except 10=554(LC 1),10=554(LC 1),7=554(LC 1),7=554(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-10=-548/0,1-2=-1069/0,2-3=-1069/0,3-4=-1668/0,4-5=-1668/0 BOT CHORD 8-9=0/1619,7-8=0/1118 WEBS 5-7=-1207/0,5-8=0/594,3-9=-593/0,1-9=0/1169 vo,t42.S,'7,tA, NOTES V. G . 1)Non Standard bearing condition. Review required. OVASrf "L- 2)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. :' ' -r, 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 ,-fIt O to be attached to walls at their outer ends or restrained by other means. '� `_3 x' LOAD CASE(S) Standard 2T et F .may O '' STk <cc'O PRQ,6. OG) • /0„. '41 17 '1Zt- 014 1--- ..."4": .it , OEG! r-3- -;"# Digital Signature EXP1RAT)ON DATE:06/30/14 October 26,2012 4 5 WARNING-Vcr^/,fg design pc:ratite:los crud READ Nt17FS ON THIS AND INCLUDED MEEK REFERENCE PAGE PAII.7473 SWORE USE. -- Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. mill 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 ■�wT�,�* erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding !Y, t fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/1PI1 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Solely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine/SP or SPpj lumber is specf/ed,the design values are those effective 4:i2012 by ALSC or proposed by SPIB. r I Symbols Numbering System A General Safety Notes 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. Damage(Drawings not to scale) Dama e or Personal Injury WA, Dimensions are in ft-in-sixteenths. 11� Apply plates to both sides of truss 1. Additional stability bracing for truss system,e.g. and fully embed teeth. 1 2 3 diagonal or X-bracing,is always required. See BCSI. TOP CHORDS ISIIEEIRE!I2. Truss bracing must be designed by an engineer.For 0-1/16" wide truss spacing,individual lateral braces themselves 4 may require bracing,or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never F ip4.!ii- = stackProvide materialscopies of on inadequately bracedtothebuilding trusses. ® U Q n this design ~ e c� cs v 0 designer,erection supervisor,property owner and For 4 x 2 orientation,locate BOTTOM CHORDS all other interested parties. plates 0-nt' from outside edge of truss. 8 7 6 5 5, Cut members to bear tightly against each other. 6. Place plates on each face of truss at each - This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint YAROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. required direction of slots in connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. "Plate location details available in MITek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 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 expresslynoted,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 measuredperpendicular ESR 1311,ESR 1352,ESR 1988 responsibility of truss fabricator.General practice is to camber for dead load deflection. to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 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 �� Indicated by symbol shown and/or SYP values as published specified. bytext in the bracingIbsection of the by AWC representsithe current/old012 NDS 13.Top chords must be sheathed or purlins provided at SPp represents SPIB proposed values as provided spacing indicated on design. output. Use T or I bracing in SPIB submittal to ALSC dated Sept 15,2011 if indicated. SP represents ALSC approved/new values 14.Bottom chords require lateral bracing at 10 ft.spacing, with effective date of June 1,2012 or less,if no ceiling is Installed,unless otherwise noted. BEARING (2x4 No 2 and lower grades and smaller sizes), and all MSR/MEL grades 15.Connections not shown are the responsibility of others. 16.Do not cut or alter truss member or plate without prior Indicates location where bearings approval of an engineer. ©2012 MiTek®All Rights Reserved �_� (supports) occur. Icons vary but 17.Install and load vertically unless Indicated otherwise. MME reaction section indicates joint mit number where bearings occur. NNW 18.Use of green or treated lumber may pose unacceptable Min size shown is for crushing only. environmental,health or performance risks.Consult with project engineer before use. Industry Standards: 19.Review all portions of this design(front,back,words ANSI/TPI1: National Design Specification for Metal and pictures)before use.Reviewing pictures alone Plate Connected Wood Truss Construction. is not sufficient. DSB-89: Design Standard for Bracing. ■ BCSI: BuildingComponent SafetyInformation, 20.Design assumes manufacture in accordance with ponenormaTe I( ANSI/TPI 1 Quality Criteria. Guide to Good Practice for Handling, Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:Mil-7473 rev.09/04/2012 220 RECEIVED r 1 � � � � � � � � m -yea MAR 10 7010 cz - ¢ a=t A �a '1TY 07 ago p IL�¢� z SJ2 1:11 SJ2 0 0 z 12 F-1 C '- tis AJ3 __ -- AJ3 LU p " z LU w z z 0 0 H-4 — o I-d m ET CD, =<c, N to v7 UJ z z c wz ac o p p S B4 0 0u 0 = � MS L.) v cc z s¢ uJ Q CONFORMS TO DESIGN CONCEPT ® CONFORMS TO DESIGN CONCEPT WITH _- _- - REVISIONS NOTED ❑ NON-CONFORMING—REVISE&RESUBMIT -- - THIS SHOP DRAWING HAS BEEN REVEWED FOR GENERAL CONI OR?.DANCE WITH DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE FABWCATORNENDCR OF RESAONS EIL':TY FOR CONFORMANCE WITH DESIGN -- --- - - -- DRAWINGS,SPECIFICATIONS,AND APPLCABLE CODES,ALL OF WHOA HAVE 6:12 PRIORITY OVER THIS SHOP DRAWING. -- - - -- By David R Burnett Date 10/6/14 MIIBRANDT ARCHITECTS B3(13) 6:12.- ..,,/y: /. BV3 _ HUS26 61 A2 SJ3 Al .P% 6',nag SJ2 SJ2 �il.."_ ch N SJ1 SJ1 .,r,*' __!.; ' a M T i m 4 v 9:12 w .11 N UJ U /V / 0 eP ini 12'-11' 2210 O Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 09/08/14 PLACEMENT ONLY.REFER TO TRUSS CALCULATIONS AND ENGINEERED STRUCTURAL i PROJECT TITLE: REVISION-1: DRAWINGS FOR ALL FURTHER a � 'linker INFORMATION.BUILDING 4-B N H DESIGNER/ENGINEER OF RECORD RESPONSIBLE FOR ALL NON-TRUSS PLAN: DRAWN BY: REVISION-2: TO TRUSS CONNECTIONS.BUILDING 4-B NH / B NH CHECKED BY: DESIGNER/ENGINEER OF RECORD TO REVIEW AND APPROVE OF ALL T U S COMPANY DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 'a_ 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. O A ao D A co n o A m• oS 2- `) o VI• -4z m O CO � z z a 3 • U aco I 6'-91/4' I Q - • I I a Cl GE co E e e t e 0 2 I \ „ i , I H A A A y I ti a ti ti Z m \ - 1 CO p- '1 m z z z —a ■,l, BJ2 . N m , 8J3 5' C1 (4) ' BJ4 N '� 6J4 \ e a r E e e I T a e 11 a �A-oym 7a�m g r5r��0D�4�Z Teg -- .. ▪ pO�ZgDTm w � 333 ' * o�mcmizZz2mcz� � _ �. Firgyri n.. nt �� • 8J3 Q .0..6 =comp J _ ;*�rlir �r , -5073 a*--- 'Z R 806 Z'' O N \ All ', 8J 1 a -no- s C2,413E r, Q p c O Z , ?...... ;,, : : , . . .. . , , I , • o <( I I <OVA r 3 c eN CO N 5' ' I 4 C 111 c t N H VIkJ CONFORMS TO DESIGN CONCEPT o ❑ CONFORMS TO DESIGN CONCEPT WITH 5' REVISIONS AS SHOWN 21 111NON-CONFORMING-REVISE AND RESUBMIT c THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE n3 3 WITH THE DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE 0 FABRICATOR/VENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH THE az gr 't DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY 'n a OVER THIS SHOP DRAWING. CONTRACTOR SHALL VERIFY ALL DIMENSIONS, P By: Todd R. Eaton Date: September 19, 2014 ' a� § CT ENGINEERING INC MiTek USA, Inc. / CompuTrus Software Warnings & General Notes WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown+. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WTCA to BCSI,copies of which will be furnished upon request. GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component.Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown++. 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for"dry condition"of use. 6. Design assumes full bearing at all supports shown.Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss,and placed so their center tines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR-1311,ESR-1988(MiTek). `' W irtiri „. , \N ,` _' ' . t 4'or IT z),—.6 ,<. ,r)/17:/ '. ” °'' EXPIRES 11111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KODF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 50 2.11=(-812) 5219 11- 3=( -213) 1685 2x6 KDDF #1&BTR T2 SPACED 24.0" 0.C. 2- 3=(-5910) 963 11-12=(-711) 4492 3-12=(-1306) 261 BC: 2x4 KDDF #1&BTR; 3- 4=(-3590) 637 12-13=(-653) 3979 12- 4=( -181) 1190 2x6 KDDF #1&BTR B3 LOADING 4- 5=(-3201) 603 14-15=( 0) 0 12- 5=(-1187) 277 WEBS: 2x4 KDDF STAND LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-4060) 801 13.15=(-684) 3961 5.13=( -180) 845 DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3654) 745 15-16=(-647) 3784 13- 6=( -67) 678 TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-4112) 808 16- 9=(-653) 3596 15- 6=( -696) 87 BC LATERAL SUPPORT <= 12"OC. UON. 8- 9=(-4158) 812 6-16=( -238) 109 LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 50 7.16=( -167) 1038 ADDL: BC UNIF LL+DL= 50.0 PLF 14'- 0.0" TO 22'- 0.0" V 16- 8=( -63) 223 NOTE: 204 BRACING AT 24'OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: TC CONC LL+DL= 597.3 LBS @ 14'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ADDL: BC CONC LL( 717.3)+DL( 487,7)= 1205.0 LBS @ 12'- 11.0" LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0" -331/ 1812V -75/ 75H 5.50" 2.90 KDDF ( 625) OVERHANGS: 12.0" 12.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 22'- 0.0" -483/ 2466V 0/ OH 5.50" 3.95 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Connector plate prefix designators: �COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M,M2OHS,M18HS,M16 = MiTek MT series 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 LL DEFL = -0.141" @ 10'- 5.5' Allowed = 1.054" MAX TL CREEP DEFL = -0.377" @ 10'- 5.5" Allowed = 1.406' MAX LL DEFL = 0.002" @ 23'- 0.0" Allowed = 0.100' 7-11-11 6-00-10 7_11.11 MAX TL CREEP DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" 1' 1' T 1' MAX HORIZ. LL DEFL = 0.086" @ 21'- 6.5" 2-09 5-02-11 2-02-05 2-01-12 1-08-09 3-10-15 4-00-12 MAX HORIZ. TL DEFL = 0.179" @ 21'- 6.5" 12 597.30# 12 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 6.00 L M-3x4 M-3x8 Q 6.00 M-5x6 s 6 M-4x10 Design conforms to main windforce-resisting to ra T2 system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-6x10 M-1.5x3 load duraticomponeors;an Cat.2, Exp.B, MWFRS(Dir), M-3x8 Truss designed for wind loads in the plane of the truss only. cn M-4x10 o� _ , o � t2 _ a o �� '* M•3x8 0 to 15 16 0 i M-3x44- x4+ c) M-5x8 M-8x10 M-3x8 M-3x10 43,75 **2X WEDGE 2.21 r- 12 W/(2) M-3X4 TYP. 12 J" y y y i' 12054 y y 2-05-08 4-11-04 3-00-12 1-05-07 2-08-05 7-04-12 * * * * * * * 1-00y 2-05-08 8-00 y1-08-08 9-10 y1-00 10-05-08 11-06-08 * * * )' 1-00 22-00 1-00 l>�O PR 0F05. JOB NAME : POLYGON 4-B NH - 61 Scale: 0.2652 ``7,c, (N (j�(Jf`rt WARNINGS: GENERAL NOTES,unless otherwise noted: 44 *7 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual R: ' P E C" Truss: 61 and Warnings before construction commences. building component.Applicability of design parameters and proper s 2.2x4 compression web bracing must be installed where shown+- incorporation of component is the responsibility of the building designee .,r 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ Is the responsibility of the erector.Additionalpermanent brad of 2'o.c.and at 10•ac.respectively unless braced throughout their length by r Po tY er continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). * q. DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2c Impact bridging or lateral bracing required where shown++ OREGON /�� 4.No load should be applied to any component until after as bracing and 4.Installation of truss Is the responsibility of the respective contractor. 7 ^5/ SEQ. : 6052939 fasteners are complete and et no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, I- -.),i \ x, design loads be applied to any component. and are for"dry condition"of use. *.,,+ '7 1 4 2, �.^�- TRANS I D: 407654 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if �h^� fabrication,handling, ney `i shipment and installation of components. 7.Dessignignary.assumes adequate drainage is provided. 4. L 6.This design is furnished subject to the Inrtations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII II I VIII III I VIII IIID VIII III IIIITPINJTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center Ines. 9.Digits indicate size offplate in Inches. MiTek USA,InC./CompuTfaSSoftware 7.6.61L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k1&BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2.13=(-825) 2724 13- 3=(•216) 909 2x6 KDDF #1&BTR T2 SPACED 24.0" O.C. 2- 3=(-3087) 983 13.14=(-721) 2334 3.14=(-957) 360 BC: 2x4 KDDF k1&BTA; 3- 4=(-1598) 563 14.15=(-499) 1519 14- 4=( -95) 398 206 KDDF #1&BTR B3 LOADING 4- 5=( 0) 0 16.17=( 0) 0 14- 6=(-201) 156 WEBS: 2x4 KDDF STAND LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1387) 540 15-17=(-440) 1323 6.15=( -18) 73 DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-1521) 627 17-18=(-426) 1284 15- 8=(-178) 548 TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 8- 9=(-1167) 471 18.11=(-453) 1315 17- 8=(-437) 153 BC LATERAL SUPPORT 0= 12"OC. UON. 7. 9=( 0) 0 8-18=(-216) 176 LL = 25 PSF Ground Snow (Pg) 9.10=(-1354) 500 9-18=(•102) 374 10.11=(-1548) 550 18-10=(-153) 122 NOTE: 2x4 BRACING AT 24"0C UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11.12=( 0) 50 ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -214/ 1038V -75/ 75H 5.50" 1.66 KDDF ( 625) Connector plate prefix designators: 22'- 0.0" -213/ 1038V 0/ OH 5.50" 1,66 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series 'COND, 2: Desion checked for net(-5 rift uplift at 24 "oc spacing.' 9-11-11 2-00-109-11-11 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 ff MAX LL DEFL = 0.002" @ •1'- 0.0" Allowed = 0.100" 4-09-08 0-02-05 0-03-07 3-05-12 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.081" @ 8'- 0.0" Allowed = 1.054" T MAX TL CREEP DEFL = -0.162" @ 7'- 6.5" Allowed = 1.406" T 2-09 T T 2-05-03 f� 10-05�I2-01-12 T T 4-00-12 / MAX LL DEFL = 0.002" @ 23'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = •0.003" @ 23'- 0.0" Allowed = 0.133" 8-00 8-00 MAX HORIZ. LL DEFL = 0.052" @ 21'- 6.5" f , T f MAX HORIZ. TL DEFL = 0.086" @ 21'- 6.5" 12 12 NOTE:Design assumes moisture content does 6.00 L/ M 3x4 M73x8 v 6.00 not exceed 19°s at time of manufacture. M-4x6M-4x6 Design conforms to main windforce-resisting 6 8 system and components and cladding criteria. ® T2 MIaw Wind: 140 mph, h=21.7ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-1.5x3 load duration factor=1.6, M-3x5 0 Truss designed for wind loads in the plane of the truss only. r, M-3x5 /�y;� - ey _ M o X13 14 1•_� o o -- ' M-3x8 c" 16 17 18 R� Rv c. O M-5x6 c. M-5x6=M-6x6 M-3x8 M-3x4 O **2X WEDGE 4 v 3.75 W/(2) M-3X4 TYP, 2.21 12 y y ), y ) ), y 2-05-08 4-11-04 3-00-12 1-05-07 2-08-05 7-04-12 J J J ) ) J J 1-00 2-05-08 8-00 1-08-08 9-10 1-00 10-05-08 11-06-08 1-00 22-00 1-00 R JOB NAME : POLYGON 4-B NH - 62 Scale: 0,2240 eco o ?N F �/� WARNINGS: GENERAL NOTES,unless otherwise noted: �. g/ipr- 2144 w 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 4 =92.`r E 1- TrussTruss: : B2 and Warnings before construction commences. building component.Applicability of design parameters and proper / 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. ,r 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced atouppOr DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of 2'o.c,and at 10'o.c.respectively unless braced throughout their leng9t�h by ars , po b P continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). AO C. DATE• 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON � � �t, 4.No load should be appied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 ^W SEQ. : 6052940 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, . A,, design loads be applied to any component. and are for"dry full condition"of use. 14 �. ty`i". TRANS I D: 407 654 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if c]T fabrication,handling,shipment and installation of components. necessary. 1 tai t V P P 7.Design assumes adequate drainage is provided. �+'i f1�4.' 6.This design Is furnished subject to the!Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII II II VIII III I IIID VIII'III'III'IIITPI/WfCA in BCS',copies of which will be furnished upon request. Diindicate coincidewith joint center lines. 9.Digits indicatte size of platate in Inches. MiTek USA,InC./CompuTfusSoftware 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 VIII IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 TC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 8=(-224) 1261 3- 8=(-311) 220 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2- 3=(-1504) 335 8- 9=(-103) 834 B- 4=(-111) 492 WEBS: 2x4 KDDF STAND 3- 4=(-1318) 338 9- 6=(-253) 1281 4- 9=(-111) 492 LOADING 4- 5=(-1316) 338 9- 5=(-311) 220 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1504) 335 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 50 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0' -156/ 1038V -108/ 108H 5.50" 1.66 KDDF ( 625) M,M2OHS,MI8HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 22'- 0.0' -156/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. (GOND, 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -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" 11-00 11-00 MAX HORIZ. LL DEFL = 0.018" @ 21'- 6.5" T T f MAX HORIZ. TL DEFL = 0.030" @ 21'- 6.5" f 5-09-04 5 02 12 5-02-12 5 09 04 ff 'f ,r NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 12 6.001/ M-4x6 Q 6,00 Design conforms to main windforce-resisting 4.0" system and components and cladding criteria. 4 ,(-4' Wind: 140 mph, h=21.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 14. 1 (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M .5x3 M co O a � . Si EIN ED qO p 8 9 O M-3x4 M-3x4 M-3x5(S) M-3x4 M-3x4 O 7-06-03 6-11-11 7-06-03 y ), )' 10-00 12-00 1, ), ,( ), 1-00 22-00 1-00 JOB NAME : POLYGON 4-B NH - 63 Scale: 0.2652 .c, (/(Nk• s/° 1. WARNINGS: GENERAL NOTES,unless otherwise noted: AZ4 �fry�' gii c- 1 B3 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 individualt. =a •(-E r Truss: and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+, Incorporation of component is the responsibility of the building designee 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at s�t1�e DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by l rte' AAw"^ po ty continuous sheathing such as plywood sheathing(TC)and/or drywallBC. ry. DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact budging or lateral bracing required where shown++ OREGON `c 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. -J7 O <C! SEQ. : 6052941 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, G '•J•, no_NIX �. design loads be applied to any component. and are for"dry condition"of use. 4 `1.' TRANS I D: 407654 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fug bearing at all supports shown.Shim or wedge if {� fabrication,handling,shipment and installation of components. necessary. MSR R t t- V P P 7.Platesassumescded onedthi facei optruss,a. r'1 1+ 6.This design Is furnished sub)ed to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII I II VIII III I VIII III VIII II IIIITPINYTCA In BCSI,copies of which will be furnished upon request. git coincide with joint center Ines. 9.DigitsIndicate size offpplatetein inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2.12=(-408) 1318 3-12=(-164) 128 BC: 2x6 KDDF #1&BTR SPACED 24.0" 0.C. 2- 3=(-1552) 550 12-13=(-433) 1280 12- 4=( -78) 357 WEBS: 2x4 KDDF STAND 3. 4=(-1349) 497 13.10=(-453) 1318 12- 6=(-177) 168 LOADING 4- 5=( 0) 0 6.13=(-177) 168 IC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1161) 471 8-13=( -78) 357 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-1161) 471 13- 9=(-164) 128 TOTAL LOAD = 42.0 PSF 7- 8=1 0) 0 8- 9=(-1349) 497 NOTE: 2x4 BRACING AT 24'OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9.10=(-1552) 550 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10.11=( 0) 50 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 12.0" 12.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, (SPECIES) Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -213/ 1038V -76/ 76H 5.50' 1.66 KDOF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 22'- 0.0" -213/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series 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 = -0.041" @ 11'- 0.0" Allowed = 1.054" MAX TL CREEP DEFL = -0.081" @ 11'- 0.0" 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" 9-11-11 2-00-10 9-11-11 MAX HORIZ. LL DEFL = 0.014" @ 21'- 6.5" T MAX HORIZ. TL DEFL = 0.022" @ 21'- 6.5" 4-01-12 3-06-12 2-03-03 1-00-0€00-05 2-03-03 3-06-12 4-01-12 f f T - f - . . - NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 8-00 8-00 Design conforms to main windforce-resisting system and components and cladding criteria. 12 7 12 Wind: 140 mph, h=21.7fILEOB , ASFSir)M-3x4 he truss only. IN M-1"5x3 M-1"5x3 co co c. 0 12 13 o M-3x4 0.25° M-3x8 M-3x4 0 M-7x8(S) 7-06-12 6-10-08 7-06-12 ), 1, y y 1-00 22-00 1-00 C1 RRQ ` JOB NAME : POLYGON 4-B NH - 64 spate: 8,2646 ��.<(... G)N OiN 1. WARNINGS: GENERAL NOTES,unless otherwise noted: .i^��y�/ 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end is for an Individual = 4 P E Truss: 64 and Warnings before construction commences. building component Applicability of deign parameters and proper 2.2u4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by po ty g continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/8/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON t„. �t,„ 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. iX ^c! SEQ. : 6052942 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, .7.13, � �- design Toads be applied to any component. and are for"dry condition"of use. '�6 F 14, TRANS I D: 407654 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If t^� f) necessary. 1`*n R t.. SJ fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. fill 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII I II VIII III I VIII VIII VIII IIII IIII 7PI WTCA In BCSI,copies of which will be furnished upon request. git coincide with jointcenterin nche. 9.Digitssoncide size of plate ein Inches. MITek USA,Ina/CompuTfu3 Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12131/201.55 1E (IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 12-11-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 50 2- 8=(-556) 3029 8- 3o(-124) 1101 BC: 2x4 KDDF #1&BTR 2- 3=(-3426) 635 8- 9=(-483) 2529 3- 9=(-746) 355 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-2003) 496 R-10=(-398) 1780 9- 4=( -33) 281 LL = 25 PSF Ground Snow (Pg) 4- 5=(-1784) 473 10.11=(-522) 2546 9- 5=(-105) 126 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V 5- 6=(-2020) 501 11- 7=(-603) 3049 5-10=( -13) 286 BC LATERAL SUPPORT <= 12'OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 6'- 11.0" V 6- 7=(-3444) 687 10- 6=(-750) 308 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 6'- 11.0" TO 12'- 11.0" V 6-11=(-142) 1107 BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 12'- 11.0' V NOTE: 2x4 BRACING AT 24"OC UON. FOR BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED IC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) IC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 11.0" 0'- 0.0" -221/ 1145V -49/ 56H 5,50" 1.83 KDDF ( 625) 12'- 11.0" -175/ 1020V 0/ OH 5.50" 1.63 KDDF ( 625) OVERHANGS: 12.0" 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ** For hanger specs. - See approved plans 'COND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.' Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Conner 8,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" ,CN,M,M2OHS,M18HS,M16 = MiTek MT series MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133" 5-11-11 T 0-11-10 5- 11-11 MAX LL DEFL = -0.092" @ 6'- 11.0" Allowed = 0.600° MAX TL CREEP DEFL = -0.179" @ 6'- 11.0" Allowed = 0.800" 2-09 3-02-11 0-11-10,// 3-02-11 2-09 MAX HORIZ. LL DEFL = 0.076" @ 12'- 5.5" T 12 T ;1;320# 4320# '1' 12 f MAX HORIZ. TL DEFL = 0.125" @ 12'- 5.5" • NOTE:Design assumes moisture content does 6.00 M-4x6 M 6X6 6.00 not exceed 19% at time of manufacture. Design conforms to main windfarce-resisting system and components and cladding criteria. 10=� Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp•B, MWFRS(Dir), load duration factor=1.6, M-3x5 AirM-3x5 Truss designed for wind loads in the plane of the truss only. " Ni4� M-3x6 sle m M•3x6 Mo 9 10 1 o v �� M-3x8 M 3x4 ��li' � 2._ ** ** i��_ 18 o M-5x6 M-5x6 **7 0 **2X WEDGE W/(2) M-3X4 TYP. a 4.00 4.00 L „. 12 12 y y y y y y 2-05-08 3-01-04 1-11-04 2-11-08 2-05-08 y ) J, .1 /. 1-00 2-05-08 8-00 2-05-08 )- 1, y 1-00 12-11 JOB NAME : POLYGON 4-B NH - Al � t� PN ,c ,si Scale: 0.3975 {,7/;45//17 { WARNINGS: GENERAL NOTES,unless otherwise noted: ftr 9 PE 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 .710 C c,- Truss: Al and Warnings before construction commences. building component.Applicability of design parameters and proper Aite,r 2.2x4 compression web bracing must be Instated where shown+. incorporation of component is the responsldRty of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at 10'o.c,respectively unless braced throughout their length by 4 4 is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). .___- DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Q 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. ''y OREGON A.,. SEQ. :TRANS I D: 407654 ' 6052943 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, Gd design loads be applied to any component. and are for"dry condition"of use. //4 - r t,� ..i" 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge If L/ {_ p1 4 �� fabrication,handling,shipment and installation of components. Designnecessary. �" r'T R i. �, 7. laesassumes adequate drainage is provided., +l n 4. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII III II II I I I VIII VIII VIII IIIIIIITPINVTCA in BCS(,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size offplate in inches. 10. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES;12/31/2015 111111111 III This design prepared from computer input by I PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 22-00-00 HIP SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1. 2=( 0) 50 2.10=( -872) 3317 3-10=( -99) 218 BC: 2x6 KDDF N1&BTR 2- 3=(-3837) 1063 10-11=(-1096) 3715 10- 4=( -33) 732 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-3761) 1069 11- 8=( -872) 3317 10. 5=(-540) 353 LL = 25 PSF Ground Snow (Pg) 4- 5=(-3345) 988 5.11=(-540) 353 IC LATERAL SUPPORT <= 12'OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 8'- 0.0° V 5- 6=(-3345) 988 6-11=( -33) 732 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 125.0)+DL( 35.0)= 160.0 PLF B'• 0.0" TO 14'- 0.0° V 6- 7=(-3761) 1069 11- 7=(-100) 218 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 14'- 0.0' TO 22'- 0.0" V 7- B=(-3837) 1063 BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 0'- 0.0" TO 22'- 0.0" V 8- 9=1 0) 50 NOTE: 2x4 BRACING AT 24"OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 466.7)+DL( 130.7)= 597,3 LBS @ 8'- 0.0" TC CONC LL( 466,7)+DL( 130.7)= 597,3 LBS @ 14'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0" 12.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -509/ 2253V -77/ 77H 5.50' 3.61 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 22'- 0.0" -509/ 2253V 0/ OH 5,50" 3.61 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for netl•5 psf) uplift at 24 "oc spacing.' M,M2OHS,MIBHS,M16 = MiTek MT series 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 LL DEFL = -0.116" @ 14'• 0.0" Allowed = 1.054" MAX TL CREEP DEFL = -0.218" @ 14'- 0.0" 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 = 0.037" @ 21'- 6.5" MAX HORIZ. TL DEFL = 0.059" @ 21'- 6.5" NOTE:Design assumes moisture content does 7-11-11 6-00-10 7-11-11 not exceed 19% at time of manufacture. 4-01-12 3-09-15 3-00-05 3-00-05 3-09-15 4-01-12 Design conforms to main windforce-resisting system and components and cladding criteria. ' 12 f 4597.30# f4597.30# T T 12 Wind: 140 mph, h=21,2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 M-5x8 M-5x8 4 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x4 load duration factor=1.6, 00 957 Truss e depsagf ewid sloadl y. M-1.5x3 M-1.5x3 100, M O .:'r 00 -f - 44!?-4i, o 10 4 11 M-3x8 0'25" M-3x8 M-3x8 M-7x8(S) 1, y y y 7-06-12 6-10-08 7-06-12 . y y )- 1-00 22-00 1-00 �(\k,() PR Opt JOB NAME : POLYGON 4-B NH - 65 Scale: 0.2902 \�- '�' s4o WARNINGS: GENERAL NOTES,unless otherwise noted: V /� � 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 �' =92 .P E { building component.Applicability of design parameters and proper Truss: 65 and Warnings before construction commences. incorporation of component is the responsibility of the building designer. / 2.204 compression web breang must be installed where shown+. '"r , 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at +�,�,'. DES. BY' LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /rlp�r . Po ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). //(�'", DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x impact bridging or lateral bracing required where shown++ OREGON W C�1 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. 7 1X S .Q. : 6052944 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, 1%/A �y TRANS I D: 407654 1 4' A. design loads be applied to any component. end are for"dry condition"of use. V 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if t � necessary. t*s t-� V fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. r'1 R I L 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111111111141111 TPINVTCA in BCSI,copies of which will be furnished upon request. git coincide with Jointinches.9.Digitssonside size of tplate in lines. t L MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES;12/31/2015 1111IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1.2=) 0) 50 2-6=(-312) 1385 6-3=( -249) 1361 BC: 2x6 KDDF #18BTR SPACED 24.0" O.C. 2-3=(-1631) 311 6-7=(-303) 1333 3-7=(-1590) 355 WEBS: 2x4 KDDF STAND 3-4=( -112) 106 7.4=( -120) 113 LOADING 4-5=( -10) 5 TC LATERAL SUPPORT <= 12°0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0,0" -225/ 1094V -58/ 152H 5.50" 1.75 KDDF ( 625) ** For hanger specs. - See approved plans ADDL: BC CONC LL( 607.1)+DL( 412.9)= 1020.0 LBS @ 4'- 0.0" 8'- 0.0" -264/ 1268V 0/ OH 5.50" 2.03 KDDF ( 625) Connector plate prefix designators: ADDL: BC CONC LL( 322,0)+DL( 219.0)= 541.0 LBS @ 6'- 0.0" C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacin0.I M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0,100" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.017" @ 4'- 2.5" Allowed = 0.354" MAX TL CREEP DEFL = -0.036" @ 4'- 2.5' Allowed = 0.472" 4-04-043-04 0-�3.j' . MAX HORIZ. LL DEFL = 0.005" @ 7'- 6.5" 12 MAX HORIZ. TL DEFL = 0.008" @ 7'- 6.5" 6,00 I . M-1.5x3 5 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. A Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x6 load duration factor=1.6, 3 Truss designed for wind loads oM in the plane of the truss only. 1 a .4- el M 1I' o ® o0 0 M-3x4 M-3x8 M-3x5 ,t.' ,1 20# ,541# y 4-02-08 3-09-08 ,1 1, y 1-00 8-00 JOB NAME : POLYGON 4-B NH - AG � oN ,r�ss� Scale: 0.4632 ��� {� /f$q (,? WARNINGS: GENERAL NOTES,unless otherwise noted: L 7`` -7 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual . i PE Truss: AG and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. yr+""r' 3.Additional temporary bracing to insure stebitty during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at 10'o.c,respectively unless braced throughout their length by 41w is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch plywood ` DATE: 9/8/2014 responsibilitybuilding designer. bridging r goequred where s drywal C). C• the overall structure is the res onsibili of the 3. Impact bdd in or lateral as plyw required where shown and/or d O 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. '� OREGON�b A.SEQ. : 6052945 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, G design loads be applied to any component. and are for"dry condition"of use. / 4 7.s3 " TRANS I D: 407654 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 1tf, fabrication,handl necessary.s114 /481t..\-,"- 'QT ng,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the Imitations set forth by B.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111111111 TPI/WTCA in SCSI,copies of which will be furnished upon request. git coincidentwith joint tecenterin lines. 9.Digits indicate size of plate in inches. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12,'31 12131/2015 111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0° IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-42) 40 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BBS REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0° TOTAL LOAD = 42.0 PSF 0'- 0.0' -61/ 297V -7/ 47H 5.50" 0.47 KDDF ( 625) 1'- 10.9' -102/ 88V 0/ OH 1.50" 0.14 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 48V 0/ OH 5.50° 0.08 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRE 2012 NOT BEING MET. (GOND. 2: Design checked for net(-5 oft uplift at 24 "oc spacing.] VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133° 1-11-11 MAX TC PANEL LL DEFL = 0.002" @ 1'- 0.0" Allowed = 0.097" ,( ,r MAX TC PANEL TL DEFL = -0.003" @ 1'- 1.5" Allowed = 0.145" MAX BC PANEL LL DEFL = 0.007" @ 2'- 8.6' Allowed = 0.250° 12 MAX BC PANEL TL DEFL = -0.020" @ 3'- 3.8" Allowed = 0.333" 6.00 / MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads '' v in the plane of the truss only. 0 M r a/- -4- III O O� 21� 1111.--" Ilk M-3x4 y 1, y 1-00 'PROVIDE FULL BEARING:Jts:2,3.41 6-00 to PR JOB NAME: POLYGON 4-B NH - AJ1 �" "t irvaF �Si Scale: 0.6954 �1'i ,xn7/1 ' C,1 WARNINGS: GENERAL NOTES,unless otherwise noted: ttr' : f"j gC� 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 individual92`.I t- r Truss: AJ1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. ,r 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 04000, DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c,and at 10'o.c,respectively unless braced throughout their length byco DATE: 9/8/2014 responsibilitybuilding designer. 2x Impactous sheathing such as plywoodresheathing(TC)uiredereshown and/or drywall C). C the overall structure Is the res onsibili of the 3.2x bridging i or lateral bracing required where shown++ OREGON 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. 7 4,/' SEQ. : 6052946 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, G- 'tf,� \TX A... design loads be applied to any component. and are for"dry condition"of use. ,� 1 4- 2-0 4 TRANS I D: 407 654 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge If fabrication,handling,shipment and installation of components. necessary. R R y s 4.- 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III I II II IIII III I I III II I IIIII IIII IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. git coincidetwith joint acenter nche. 9.Digits Indicate size of plate In Inches. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES;12/31/2015 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 12'- 11.0" 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- 7=(-421) 1520 7- 3=(-106) 554 BC: 2x4 KDDF #1&BTR SPACED 24,0" 0"C. 2- 3=(-1727) 474 7- 8=(-363) 1268 3- 8=(-687) 302 WEBS: 2x4 KDDF STAND 3- 4=( -716) 176 8- 9=(-359) 1282 8- 4=( -51) 353 LOADING 4- 5=1 -717) 190 9- 6=(-415) 1536 8- 5=(-701) 298 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5. 6=(-1742) 483 5- 9=(-104) 560 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 0.0" BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) ** For hanger specs. - See approved plans 0'- 0.0" -110/ 667V -56/ 64H 5.50" 1.07 KDDF ( 625) Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12'- 11.0" -64/ 541V 0/ OH 5.50" 0.87 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacin0.1 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" 6-05-08 6-05-08 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.045" @ 10'- 2.8" Allowed = 0.600' MAX TL CREEP DEFL = -0.088" @ 6'- 5.5" Allowed = 0,800" 2-09 3-08-08 3-08-08 2.09 T I T T T MAX HORIZ. LL DEFL = 0.042" @ 12'- 5.5" 12 12 MAX HORIZ. TL DEFL = 0.068" @ 12'- 5.5" 6.00 HM-4x4 Q 6.00 NOTE:Design assumes moisture content does � not exceed 19% at time of manufacture. 4 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1.1 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, M-3x4 M-3x4 Truss designed for wind loads in the plane of the truss only. M-3x4 - _ M-3x4 cn o M-5x6 8 M-5x6 Qri o ,rPA ** M-3x8 ** o,' o _ **6 o **2X WEDGE o W/(2) M-3X4 TYP. -,f14.00 4.001 12 12 y y y y y 2-05-08 3-10-04 4-01-12 2-05-08 1, ), /, 1, y 1-00 2-05-08 8-00 2-05-08 1, 1' y 1-00 12-11 _ 0 PRO,o JOB NAME : POLYGON 4-B NH - A2 �'� (►� ts/ scale: 0.4089 ti /- Seale: GENERAL NOTES,unless otherwise noted: � �� �- 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4t. T9234WE Truss: A2 and Warnings before construction commences. building component.Applicability of design parameters and proper s /J 2.2x4 compression web bredna must be Installed where shown+, incorporation of component Is the responsibility of the building designer. ,r 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at Vie. DES. BY: LJ is the responsibility of the erector.Additional permanent bracingof 2'ob.and all Z ea o.c.respectively unless braced throughout their length by �+ 1 11�"^ Po ty P continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �. DATE: 9/8/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON /�� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibitty of the respective contractor. A_ 40 SEQ. : 6052947 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, .L-h. , "L4Nt �. design loads be applied to any component. and are for"drycondition" full b bearing g use. V 1' 14 �y TRANS I D: 407 654 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if V� necessary. ^f-,t-� 1 V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. `�r'1 i't}t- 6.This design is furnished subject to the Rnitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111011111 I I III I VIII IIII IIIITPINVTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines.9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF N18BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 50 2.6=(-40) 99 6-5=( 0) 18 BC: 2x4 KDDF N16BTR SPACED 24.0" O.C. 2-3=(-162) 25 5-7=(-90) 209 5-3c( 0) 45 WEBS: 2x4 KDDF STAND 3-4=( -23) 30 3.7=(-215) 93 LOADING TC LATERAL SUPPORT <= 12'OC. UON, LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON, DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0,0" -57/ 344V -14/ 77H 5.50' 0.55 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.9' -85/ 78V 0/ OH 1.50' 0.12 KDDF ( 625) Connector plate prefix designators: 6'- 0.0' 0/ 98V 0/ OH 5.50° 0.16 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series 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 IOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 3-11-11 MAX LL DEFL = 0.007" @ 2'- 3.8" Allowed = 0.170" 11' 1' MAX TL CREEP DEFL = -0.014" @ 2'- 3.8" Allowed = 0.226" MAX LL DEFL = 0.000" @ 4'- 9.8" Allowed = 0.078" 12 MAX TL CREEP DEFL = 0.000" @ 4'- 9.8" Allowed = 0.105" 6.00 MAX HORIZ. LL DEFL = -0.005" @ 4'- 9.8" MAX HORIZ. TL DEFL = 0.008" @ 4'- 9.8" NOTE:Design assumes moisture content does not exceed 1996 at time of manufacture. Design conforms to main windforce-resisting M-4X6 ' system and components and cladding criteria. 3 o Wind: 140 mph, h=20.2ft, TOOL=4.2,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 011111N-4 .- Flo Truss designed for wind loads �� in the plane of the truss only. o� o M-3x4 v INA m o o/- a 2►� O-3x4 . M-3x4 M-3x5 y yy y ), 2-03-12 0-01-12 2-04-04 1-02-04 I I I y 1-00 2-05-08 6-00 3-06-08 !PROVIDE FULL BEARING:Jts:2,4,7I I0 PR Ore JOB NAME : POLYGON 4-B NH - AJ2 Scale: 0.5954 \5451 (N WARNINGS: GENERAL NOTES,unless otherwise noted: . 0 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 M 929 OPE E rTruss: AJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. '' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by err P°. N continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). CC DATE: 9/8/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ C?REC70N f, 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. ,}_ tx W SEQ. : 6052948 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, �/ H1� 1 � and are for"dry condition"of use. p design loads be applied to any component. 1 4 TRANS I D: 407654 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If necessary. [�£�t1 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. RI r1.1 L`" 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111111111111111 TPINJTCA in BCSI,copies of which will be furnished upon request. git coincide with jointacenter lines. 9.Digits indicate size of plate In Inches. MiTek USA,lnc.ICompUTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2c( 0) 50 2-6=(-120) 198 6-5=1 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2-3=(-266) 62 5-7=(-266) 424 5.3=1 0) 51 WEBS: 2x4 KDDF STAND 3-4=( -52) 43 3-7=(-435) 273 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN, (SPECIES) OVERHANGS: 12,0" 0.0" 0'- 0.0° -56/ 381V -22/ 107H 5.50" 0.61 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 9.8" 0/ 148V 0/ OH 5.50' 0,24 KDDF ( 625) Connector plate prefix designators: 5'- 11.1' -51/ 110V 0/ OH 1.50" 0,18 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,MI8HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 1COND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.I BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002° @ -1'- 0.0" Allowed = 0,100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0,133" 5-11-01 MAX LL DEFL = 0.018" @ 2'- 3.8" Allowed = 0.254" f f MAX TL CREEP DEFL = -0.026" @ 2'- 3,8" Allowed = 0,339" 12 MAX HORIZ. LL DEFL = -0.014° @ 4'- 9.8" 6.00 MAX HORIZ. TL DEFL = 0.017' @ 4'- 9,8" -/ NOTE:Design assumes moisture content does not exceed 1946 at time of manufacture. 0 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), M-4x6 N. load duration factor=l.6, Truss designed for wind loads cm in the plane of the truss only. Aill I 7 5f • M-3x4 o� si m cp 0 1 lit=� NP-3x4 M-3x4 M-3x5 y yy y y 2-03-12 0-01-12 2-04-04 1-02-04 1-00 2-05-08 6-00 3-06-08 (PROVIDE FULL BEARING:Jts:2,7,41 0 PROpt JOB NAME : POLYGON 4-B NH - AJ3 Scale: 0.5450 �� f)/1!/aJ(N rd WARNINGS: GENERAL NOTES,unless otherwise noted: ,44 '(((���" // c- "9'1,,,: 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end is for an individual =J2`•P E Truss: AJ3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. AO" ' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by % 4 Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywal�C). +. DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ `v,��, 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. 1! p_OREGON W SEQ. : 6052949 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, G. �q NI) �." design loads be applied to any component and are for"dry condition"of use. �1 '11'. }' 1 4 2,Q �' - TRAN S I D: 407654 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes tall bearing at all supports shown.Shim or wedge If V fabrication,handling, necessary. J�ylCr� �` shipment and Installation of components. 7,Design assumes adequate drainage Is provided. : b 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIII I IIIIII 11111 IIIA II(III TPI/WTCA In BCS(,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) E P REil:12/31/2015 1E 11 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0,0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC; 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1,15 1- 2=( 0) 50 2- 9=(-476) 2794 9- 3=(-124) 981 14- 6=(-37) 153 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3167) 585 9-10=(-411) 2348 3.10=(-884) 206 WEBS: 2x4 KDDF STAND 3- 4=(-1687) 349 10-13=(•209) 1469 10- 4=( 0) 297 LOADING 4- 5=(-1142) 303 11.12=( 0) 0 4-13=(-617) 187 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1150) 293 12-14=( -9) 51 12.13=( 0) 75 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1519) 311 14• 7=(-229) 1272 13- 5=(-137) 727 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 50 13-14=(-219) 1230 OVERHANGS: 12.0" 12,0" 13- 6=(-355) 157 LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) M,M2OHS,MI8HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, 0'- 0.0" -156/ 1038V -108/ 108H 5.50" 1.66 KDDF ( 625) 22'- 0.0" -156/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net)-5 psf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100° 11-00 11-00 MAX TL CREEP DEFL = •0.003" @ -1'- 0.0" Allowed = 0.133° MAX LL DEFL = -0.089" @ 6'- 8.8" Allowed = 1.054" T T MAX TL CREEP DEFL = -0.180" @ 6'• 8.8" Allowed = 1.406" 2-09 4-01-08 4-01-08 5-00-02 5-11-14 MAX LL DEFL = 0.002" @ 23'- 0.0" Allowed = 0.100" T T T T 1' Q MAX TL CREEP DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" 12 12 6.00 D HM-4x4 --,-.I6.00 MAX HORIZ, LL DEFL = 0.057" @ 21'- 6,5' MAX HORIZ. TL DEFL = 0.096" @ 21'• 6.5' 4.0" 5 �' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. iiiiiDesign conforms to main windforce-resisting 41 system and components and cladding criteria, M-3x4 M-3x4 Wind: 140 mph, h=21.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 11\ ;` load duration factor=l,6, Truss designed for wind loads M-3x5 in the plane of the truss only, M-3x5 o �� 10 0 13� o o r M 5x6 M-3x4 0� it t�2 "` 4 **2X WEDGE M-1.5x3 =M-4x4 M-3x4 O W/(2) M-3X4 TYP. M-5x8 ..4.00 12 J' )' i' yy y y 2-05-08 4-01-08 3-10-08 0-06-08 5-00-02 5-11-14 y ), y > ), ), 1-00 2-05-08 8-00 y y 11-06-08 y-00 10-10-04 0-04-12 11-01-12 , ), y y 1-00 22-00 1-00 I .p,0) PR O.e , JOB NAME : POLYGON 4-B NH - BV3 5 INS Scale: 0,2512 \ r WARNINGS: GENERAL NOTES,unless otherwise noted: v!3/3// 11 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual {1: -J /4 P E 1'"" Truss: BV3 and Warnings before construction commences. building component.Applicability of design parameters and proper fes/ 2.204 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. ;r 3.AddPoanal temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 80.411111.P DESDES. . BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ""' Po ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC), DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON� t,� 4.No load should be appFed to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 1k pi SEQ. : 6052951 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, / 4 and are for"dry condition"of use. ,h P 2„ .,1 design loads be applied to any component. i# 14 TRANS I D: 407654 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 4,/4. � �� fabrication,handling,shipment and Installation of components. Dnesessary. (R R P P 7.Design assumes adequate drainage is provided. 4,/4'+1 rt 4-\-- 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center 111111111111111111111111111111111111111111 TPINYTCA in BCSI,copies of which will be furnished upon request. Digitsgit coincide with joint tecenter lines. 9.linesindicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/3112015 111 IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=(0) 50 2-4=(0) 0 BC: 2x4 KODF #1&BTR SPACED 24.0" O.C. 2-3=(0) 61 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0" -69/ 286V -7/ 47H 5.50" 0.46 KDDF ( 625) 1'- 10.9" -139/ 136V 0/ OH 1.50" 0.22 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 64V 0/ OH 5.50" 0,10 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series 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.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.002' @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.002' @ 1'- 0.0" Allowed = 0.097" MAX TC PANEL TL DEFL = -0.005" @ 1'- 1.5" Allowed = 0.145" MAX BC PANEL LL DEFL = 0.011" @ 3'- 6.6" Allowed = 0.350" MAX BC PANEL TL DEFL = -0.075" @ 4'- 4.8" Allowed = 0.467" MAX HORIZ. LL DEFL = -0.000' @ 1'- 10.9" 1-11-11 MAX HORIZ. TL DEFL = 0.000" @ 1'- 10,9" T f NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 6,00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 3 in the plane of the truss only. o co O,,,_ V O� 1 L.:-.--- 4 M-3x4 y 1, y 1-00 (PROVIDE FULL BEARING:Jts:2,3.41 8-00 .i\c 0 PRO,tE JOB NAME : POLYGON 4-B NH - BJ1 sale: 0,6001 ,r4� t; INE `sp WARNINGS: GENERAL NOTES,unless otherwise noted: CI' �' 'n'-/IDC 17 1-,,. 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 =92.,PF t,- T r US s: BJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper ir//y 2.204 compression web bradna must be Installed where shown+, incorporation of component is the responsibility of the building designer. , 3.Additional temporary bracing to insure stabilty during construction 2.Design assumes the top and bottom chords to be laterally braced at - 2',m,,and et 10'o.c,respectively unless braced throughout their length by 4� DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch asplywood sheathln C and/or d ,` lyu9th ) rywength b DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ CC OREGON 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. 7 4/ SEQ. : 6052952 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, /... VA "T'7d N. As. design loads be applied to any component. and are for"dry condition"of use. i 4 2-flV.' - TRANS I D: 407654 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if necessary. 4 ' . fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. C rliiRi Y1. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III II 1011111 1 H II VIII III IIII'IIII II 11 011 IIII TPINYTCA In SCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 lIIlll NH This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 50 2.4=(0) 0 BC: 2x4 KDDF Al&BTR SPACED 24.0" O.C. 2-3=(-59) 61 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO,IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -43/ 357V -14/ 77H 5.50" 0.57 KDDF ( 625) 3'- 10.9" -149/ 139V 0/ OH 1.50" 0.22 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 70V 0/ OH 5.50' 0.11 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'GOND, 2: Design checked for net(-5 psf) uplift at 24 "oc spacing,' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0' Allowed = 0.178" MAX BC PANEL LL DEFL = -0.012" @ 3'- 6.6" Allowed = 0.350" MAX TC PANEL TL DEFL = -0.026" @ 2'- 2.2" Allowed = 0,369" 3-11-11 MAX BC PANEL IL DEFL = -0.111" @ 4'- 4.8" Allowed = 0,467" MAX HORIZ, LL DEFL = -0.000" @ 3'- 10.9" 12 MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9' 6.00 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 3 , system and components and cladding criteria. Wind: 140 mph, h=20,2ft, TCDL=4,2,BCDL=6,0, ASCE 7-10, 0 (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. NI- 0 Gd M O/- Nr Mil Qf 1 ►tea -, cr, M-3x4 y > > 1-00 'PROVIDE FULL BEARING:Jts:2,3,4I 8-00 JOB NAME : POLYGON 4-B NH - BJ2 5• PROF `�s/ Scale: • 0.6001 \ C/ WARNINGS: GENERAL NOTES,unless otherwise noted: w 1 / /! -7 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 Q' . ,r E 1- Truss: - Truss: BJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 3.Additional temporary bracing to Insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ramw,. is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). „y j,: DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ . � 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ,y SEQ. : 6052953 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosNe environment, Lj �� � _� and are for"dry condition"of use. .C' design loads be applied to any component. 1 4" h, TRANS I D: 407654 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if qq,� b i ` !X( necessary. 111.Lin�L.�" V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. rll R 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III I II II VIII VIII I III VIII VIII'III'IIITPIM/I'CA In SCSI,copies of which will be furnished upon request. git coincide with joint centerteinches.Pies. 9.DigitsIndicate n ncdtsize of cin ncesC MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXP'RES:12/31/201,5 1 11101 111 1111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=) 0) 50 2-4=(0) 0 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2.3=(-93) 73 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -49/ 422V -22/ 108H 5.50" 0.67 KDDF ( 625) 5'- 10.9" -125/ 170V 0/ OH 1.50" 0.27 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 82V 0/ OH 5.50" 0.13 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,MIBHS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (COND. 2: Design checked for net(-5 Dsf) uplift at 24 "oc spacing.) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0,002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" 5-11-11 MAX TL CREEP DEFL = 0.000' @ 0'- 0.0" Allowed = 0.105" MAX TC PANEL LL DEFL = 0.086' @ 3'- 2.2" Allowed = 0.395" MAX BC PANEL TL DEFL = -0.149' @ 4'- 1.4" Allowed = 0.467" 12 MAX HORIZ. LL DEFL = -0.000' @ 5'- 10.9" 6.00 MAX HORIZ, TL DEFL = -0.000" @ 5'- 10,9" NOTE:Design assumes moisture content does not exceed 19's at time of manufacture. I �' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, v Truss designed for wind loads 0 in the plane of the truss only. C") C., 07_ Tr Ili CD o� 1 �30 ► 4 M-3x4 1, > y 1-00 (PROVIDE FULL BEARING:Jts;2,3,4) 8-00 JOB NAME : POLYGON 4-B NH - BJ3 �< ' IN aF6,�i Scale: 0.5751 X811 Q- WARNINGS: GENERAL NOTES,unless otherwise noted: 2e p7` '"1,,,. 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 Truss: BJ 3 and Warnings before construction commences. building component.Applicability of design parameters and proper. 2.204 compression web bracing must be Installed where shown+. Incorporation of component is the responsibiety of the building desgner. ," 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. B Y: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 'le is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)C and/or d ` � , the overall structure is the responsibility of the buildingdesigner. P cing B(r s rywa1 C), DATE: 9/8/2014 P dY 9 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 responsibility of the respective contractor. '3! Aa�OREGON SEQ. : 6052954 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, + "7 A design loads be applied to any component and are for"dry condition"of use. i" 1 4 2S ^}- TRAN S I D: 407654 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If fabrication,handling,shipment and Installation of components. necessary. � R �y 7.Plates assumesadequatene drainagecis,truss, tr 5.This design is furnished subject to the imitations set forth by 8.Plates shell be located on both faces of truss,and placed so their center III'II II IIIII III I IIIII II II IIIII III IIII TPI/WTCA in BCSI,copes of which will be furnished upon request git coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-19e8(MiTek) EXPIRES,12/31/2015 11111 111 This design prepared from computer input by I PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N18BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 KDDF #18BTR SPACED 24.0" 0,C. 2-3=(-127) 92 IC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SG.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0' -58/ 480V -29/ 139H 5.50" 0.77 KDDF ( 625) 7'- 9.2' 0/ 101V 0/ OH 5.50" 0.16 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 7'- 11.7" -94/ 218V 0/ OH 1.50" 0.35 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series 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 spacin0.1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0,100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.270" @ 4'- 9.1" Allowed = 0.544" 7-11-11 MAX TC PANEL TL DEFL = -0.353" @ 4'- 5.9" Allowed = 0.817" T f MAX HORIZ. LL DEFL = -0.001" @ 7'- 10.9' 3 -/ MAX HORIZ, TL DEFL = -0.001" @ 7'- 10.9' 12 6.00 L ' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4,2,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads c in the plane of the truss only. 0 c co o/- c o� 4► ---/El M-3x4 y ; y 1-00 (PROVIDE FULL BEARING:Jts:2,4,31 8-00 JOB NAME : POLYGON 4-B NH - BJ4 5� �N Fr 1 Scale: 0,5376 `. 1 0 WARNINGS: GENERAL NOTES,unless otherwise noted: �" �� -Y 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual ' ! ,P E t"' Truss: BJ 4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibiNty of the building designer. ,r 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'c.c.respectiv ly unless braced throughout their length by +4111m. df Po ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 10 44. DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON t'� 4.No load should be appNed to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 A_ `0f SEQ. : 6052955 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, /,* 71 0� �. design loads be applied to any component. and are for"dry condition"of use 1 4 2P-�y b..+ TRANS I D: 407654 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes tali bearing at all supports shown.Shim or wedge if f ��"'�y fabrication,handling,shipment and installation of components. necessary. `Vf�*R ry}L. V _ P P 7.Design assumes adequate drainage is provided. r7 rl 6.This design Is furnished subject to the Nmitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII II II VIII III I VIII II II VIII(III(III TPI/WTCA in SCSI,copies of which will be furnished upon request. git indicate with jointcenterche. 9.Digits indicate size of plate In inches. MiTek USA,Inc./ConlpuTrua Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/201.5 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5=(0) 0 BC: 2x4 KDDF #1&BTA SPACED 24.0" O.C. 2-3=(-176) 116 3-4=(-100) 0 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA OVERHANGS: 12.0" 23.7" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0" -44/ 449V -31/ 186H 5.50" 0.72 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 7'- 9.2" 0/ 101V 0/ OH 5.50" 0.16 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 7'- 11.7" -212/ 477V 0/ OH 1.50" 0.61 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ONO. 2: Design checked for net(-5 psi) uplift at 24 "oc spacing.1 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.041" @ 9'- 11.7" Allowed = 0.197" MAX TL CREEP DEFL = -0.047" @ 9'- 11.7" Allowed = 0.263" MAX TC PANEL LL DEFL = 0.270" @ 4'- 9,1" Allowed = 0.544' 4 MAX TC PANEL TL DEFL = -0.353" @ 4'- 5.9" Allowed = 0.817' MAX HORIZ. LL DEFL = -0.002" @ 7'- 10.9' MAX HORIZ. TL DEFL = -0.002" @ 7'- 10.9" 12 6,00 3 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windfarce-resisting 1) system and components and cladding criteria. Wind: 140 mph, h=21,7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor=1.6, v Truss designed for wind loads in the plane of the truss only. in co O/- cr o� WMN 6►�4 -f 0 M-3x4 I I I I 1-00 (PROVIDE FULL BEARING:Jts:2.5,31 8-00 1-11-11 R Orr, JOB NAME : POLYGON 4-6 NH - BJ5 5�� � pN s� Scale: 0,4665 N•, (/)) 4 WARNINGS: GENERAL NOTES,unless otherwise noted: "p t- 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end Is for an individual 4t' . ®F L r" Truss: BJ 5 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsitolty of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced etragrall - - DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length;y ✓rr continuous sheathing such as plywood sheathing(TC)and/or drywall(BC. DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ .RC OREGON /�" 4.Na load should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 }}_� >k may` SEQ. : 6052956 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, % -.l4), ON • and are for"dry condition"of use. design loads be applied to any component 14 1�, TRANS I D: 407654 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if - fabdcation,handling,shipment and installation of components. Design asscessary. M 'ty R}i y 7.Plates assumes adequated both drainagecisprovided.truss, +"i 4.4 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111111111111111111 TPINYTCA in SCSI copies of which will be furnished upon request. git coindde with Joint ain nche. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXP(RES:12/31 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 1-2= 0) 50 2-4= BC: 2x4 KDDF k1&BTR SPACED 24.0" O.C, 2.3=(-50 15 O) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'. 0,0" -76/ 301V -7/ 47H 5.50' 0.48 KDDF ( 625) Connectorplate prefix designators: 1'- 9,2" -29/ 26V 0/ OH 5.50" 0.04 KDDF ( 625) g LL = 25 PSF Ground Snow (Pg) 1'• 11,7" -18/ 42V 0/ OH 1.50" 0.07 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series 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 psfl uplift at 24 "oc spacing.] VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.003" @ -1'• 0.0" Allowed = 0.100° 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON•CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" T .( MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.050" MAX BC PANEL TL DEFL = -0.001" @ 1'- 0.1" Allowed = 0.067" 12 MAX HORIZ, LL DEFL = -0,000" @ 1'- 10,9" 6.00 17 MAX HORIZ. TL DEFL = -0,000" @ 1'- 10,9" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 11 v 0 M Of V IIIO O� 2i� 4 -/ M-3x4 I I I 1-00 2-00 'PROVIDE FULL BEARING:Jts:2,4,31 JOB NAME : POLYGON 4-B NH - SJ1 Sale: Q,7„2 �c,,<:c No �6S 7 I- WARNINGS: GENERAL NOTES,unless otherwise noted: �✓� ffff��ff /•t�'C "fy 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 ;7G,`I-"[.. Truss: SJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bradng must be installed where shown+- Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2•Design assumes the top and bottom chords to be laterally braced atfw DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.Such a Nely unless braced throughout their length by ° yes. DATE 9/8/2014 pbuilding designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC. the overall structure is the responsibility of the 3.2x Impact bridging or lateral bracing required where shown++ rtCC /� 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. Q(3E.us-/ S E Q '4 �� �� design loads be applied to any component. and are for"dry condition"of use. /© -13' 14 9}+' 1• •,'�.... TRANS I D: 407654 5.CompuTrus has no control over and assumes no responsibility for the a Design assumes full bearing at all supports shown.Shim or wedge if �� fabrication,handling,shipment and Installation of components. nesessary. -`rl R 4 th 6.This design is furnished subject to the limitations set forth 7.Designlatesassumes adequate onne dthifac a sofs truss,and 1 k. VIII I III I III VIII II II III)III 9 ) by B.Plates shall be located both faces of truss, placed so their center TPINYTCA In BCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. 10. MITek USA,InC./CompUTrUs Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:.12/31/2015 1111 IIIIII) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 KDDF 41&BTR SPACED 24.0" 0.C. 2-3=(-69) 30 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0' TOTAL LOAD = 42.0 PSF 0'- 0,0" -71/ 322V -14/ 77H 5.50" 0.52 KDDF ( 625) 1'- 9,2" -3/ 60V 0/ OH 5.50" 0.10 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -44/ 94V 0/ OH 1.50" 0.15 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND, 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.' 6.00 I .. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0,100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.002' @ 1'- 0.1" Allowed = 0.050" MAX BC PANEL TL DEFL = -0.002' @ 1'- 0.1" Allowed = 0.067" 3 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10,9" MAX HORIZ. TL DEFL = -0.000' @ 3'- 10.9" 0NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, Cr (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), N load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. co 0 v rigi o o/- 2r 4 M-3x4 1, y y y 1-00 2-00 1-11-11 'PROVIDE FULL BEARING:Jts:2,4,31 �� 0 PRQFe'S JOB NAME : POLYGON 4-6 NH - SJ2 Scale: 0.82795 ``CI 7 $�! ' /� WARNINGS: GENERAL NOTES,unless otherwise noted: (,'!v l'9 E}E 1-"' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual 7 c� and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: SJ 2incorporation of component Is the responsibility of the building designer. 2.2x4 compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.x,respectively unless braced throughout their length by rrI` rr, DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON /,- SEQ. : 6052959 rr 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. -3? 4, fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 44 � Q,\R design loads be applied to any component. and are for"dry condition"of use. 1' 1 4 1�„ TRANS I D: 407 654 5.CompuTrus has no control over and assumes no responsibility for the 6.nDecesse assumes full bearing at all supports shown.Shim or wedge If f 5 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. R rl f L 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIII IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. Digs coincide with joint ain nche. 9.Digits ndsize oplate eto inches. MiTekUSA,InC./CompuTfu3Software7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 (IE111IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2-3=(-102) 47 TC LATERAL SUPPORT <= 12'0C, JON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0,0" -50/ 311V -22/ 1080 5.50" 0.50 KDDF ( 625) 1'- 9,2" -46/ 152V 0/ OH 5,50° 0.24 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -68/ 144V 0/ OH 1.50" 0.23 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series 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.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 12 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0' Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, MAX TL CREEP DEFL = -0.003° @ -1'- 0.0" Allowed = 0.133" 6.00 MAX BC PANEL LL DEFL = 0.003" @ i'- 0,1' Allowed = 0.050' 3 MAX BC PANEL TL DEFL = -0.004" @ 1'- 0.1' Allowed = 0.067" MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9' 0 MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, CO Truss designed for wind loads in the plane of the truss only. M Of c, 2► 4 r M-3x4 y i, y 1-00 2-00 3-11-11 LROVIDE FULL BEARING;Jts:2,4,3) ,c.O RR0pz. JOB NAME : POLYGON 4-B NH - SJ3 Scale: 0.6611 �� ! (((('�- WARNINGS: GENERAL NOTES,unless otherwise noted: '>fff��� �/� ' 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 4. OPE C" Truss: SJ3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bredng must be Installed where shown+, incorporation of component is the responsibility of the building designee , ile, 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracing of 2'o,c.and at 10'o.c.respectively unless braced throughout their length by ,�, t✓I a�" P° ty 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). CC,. DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON `'� 4.No load should be app5ed to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. ^c/ SEQ. : 6052960 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, . .4",\� A. design loads be applied to any component. and are for"dry condition"of use. Q '7 1 4 TRANS I D: 407 654 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at a8 supports shown.Shim or wedge it �Q• fabrication,handling,shipment and Installation of components. nesessary. �y ry t V 7.Design assumes adequate drainage is provided. '.^'�l r-y 4.\- 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111111111111111111111111 TPIM7rCA in SCSI,copies of which will be furnished upon request. lines coincideInictwith jointacenter lines. 9.Digits Indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10,For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 This design prepared from computer input by 1111011 PACIFIC LUMBER-BC 1! LUMBER SPECIFICATIONS TRUSS SPAN 6'- 9.2" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 36 2-5=(-42) 57 3.5=(-209) 152 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2-3=(-87) 72 WEBS: 2x4 KDDF STAND 3-4=( 0) 0 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX NOR BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE 50.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -79/ 425V -28/ 86H 5.50" 0.68 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 9.2" -32/ 276V 0/ OH 5,50" 0.44 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL CORD. 2: Design checked for net(-5 psf) uplift at 24 "ac spacing. M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.122" @ 3'- 5.2" Allowed = 0,386" 6-05-08 0-03-12 MAX TC PANEL TL DEFL = -0.161" @ 3'- 5.3" Allowed = 0.580" T 1' T 12 MAX HORIZ. LL DEFL = 0.000' @ 6'- 5,5" 4.001 MAX HORIZ. TL DEFL = 0.000" @ 6'- 5.5" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. M 1.5X3 4 Design conforms to main windforce-resisting 11 3 -/ system and components and cladding criteria. IP Wind: 140 mph, h=20.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.8, Truss designed for wind loads in the plane of the truss only. N. 0 N U7 ,/ 1 - 0 2►� ►�5 M-3x4 M-1.5x3 k y y 6-05-08 0-03-12 y 1, y 1-00 6-09-04 �,i 0 PRoFe JOB NAME : POLYGON 4-B NH - Cl r, tNE s,o. Scale: 0,5738 /j,�/J{') G WARNINGS: GENERAL NOTES,unless otherwise noted: V /nc- 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end Is for an individual 4t- ' SPE E 1- Truss: Cl and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure staMFty during construction 2.Design'assumes the top and bottom chords to be laterally braced at DES. BY: LJ Is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by , A a� Po ty continuous sheathing such as plywooding( and/or drywall(BC). Mf CC DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing requiaireredd wheree shown shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of buss is the responsibility of the respective contractor. "j7 OREGON Elf' SEQ. : 6052961 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, ` ,i y, ��o` �. and are for"dry condition"of use. design loads be applied to any component. , }. 1 d n✓ . vZr TRANS I D: 407654 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if cessary. �` �y fabrication,handling,shipment and Installation of components. ne sign ass '' R R I j \ V 7.Designassumesoneothi faceisf truss,a. 4, rl {.- 6.This design Is furnished subject to the lirritatlons set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIII III)IIII I I VIII(IIII IIII II IIII TPINViCA In BCSI,copies of which will be furnished upon request. git coincideinwith jointacenter nche. 9.Digits indicate size of plate In inches. MITekUSA,Ino./CORIpUTrusSoftware7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) .EXPIRES:1:2/31/20155 11111 IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 9.2" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N18BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-42) 57 3-5=(-210) 155 BC: 2x4 KDDF M16BTR SPACED 24.0" O.C. 2.3=(-88) 75 WEBS: 2x4 KDDF STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'• 0.0" -77/ 424V -28/ 87H 5.50" 0.68 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 9.2" -32/ 277V 0/ OH 5.50" 0.44 KDDF ( 625) M-1.5x4 or equal at non-structural vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. �COND. 2: Design checked for net(-5 aaf) uplift at 24 "oc spacing.) Connector plate prefix designators: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" M,M2OHS,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133° MAX TC PANEL LL DEFL = 0.121° @ 3'- 5.2" Allowed = 0.386" 6-05-08 0-03-12 MAX TC PANEL TL DEFL = -0.159" @ 3'- 5.3" Allowed = 0,580" T T f 12 MAX HORIZ. LL DEFL = 0.000" @ 6'- 5.5" 4.00 D MAX HORIZ. TL DEFL = 0.000" @ 6'- 5.5" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. M 1.5x3 4 Design conforms to main windforce•resisting 3 -/ system and components and cladding criteria. I Wind: 140 mph, h=20.3ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads to in the plane of the truss only. c cn N m' m O� 1 0 2 Illiill illi' ll5 M-3x4 M-1°5x3 1, i, y 6-05-08 0-03-12 y 1, y 1-00 6-09-04 JOB NAME : POLYGON 4-B NH - Cl GE Scale: 0.5738 ��� r�'4451 (yp�/��IN ROPE-, WARNINGS: GENERAL NOTES,unless otherwise noted: �.'h' �"CPC17 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 4' =92 0 OPE E. 1" Truss: Cl GE and Warnings before construction commences. building component.Applicability of design parameters and proper / 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. �r 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced of DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of �„/'rrr, continuous sheathing such as plywood sheathing(TC)and/or drywalC). Cr DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. "}q` A_OREGON + SEQ. : 6052962 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosiveG environment, ilii \� y A, TRANS I D: 407654 design loads be applied to any component. 5.CompuTrus has no control over and assumes no responsibility for the and are for"dry condition"of use. 6.Design assumes full bearing at all supports shown.Shim or wedge it ^�,/ .13" 1 4 V t5.; x� fabrication,handling,shipment and installation of components. necessary.Design as 'R R V 7. laesassumesadequateon eothiface is of sCr'T 4. 6.This design Is furnished subject to the irritations set forth by B.Plates shall be located on both faces of truss,and placed so their center III I III II II IIIIII IIIIII VIII II IIIITPINVTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In inches. n MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1996(MiTek) EXPIRES:12/31/20 VIII III III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.2" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-33) 36 3-5=(-160) 124 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-67) 47 WEBS: 2x4 KDDF STAND 3.4=( 0) 0 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -74/ 369V -21/ 67H 5.50" 0.59 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 3.2" -24/ 212V 0/ OH 5.50" 0.34 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.) M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 4-11-08 0-03-12 MAX TC PANEL LL DEFL = 0.040" @ 2'- 10.2" Allowed = 0.281" T T T MAX TC PANEL TL DEFL = -0.045" @ 2'- 8.2" Allowed = 0.421° 12 MAX HORIZ. LL DEFL = 0.000" @ 4'- 11,5" 4.00 MAX HORIZ. TL DEFL = 0.000" @ 4'- 11.5" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting M-1.5x3 system and components and cladding criteria, 4 Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), m load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 cm to T/- Bl C') Cs M-3x4 M-1.5x3 1, ), 1, 4-11-08 0-03-12 1, y 1, 1-00 5-03-04 RF JOBNAME : POLYGON 4-B NH - C2 Scale: 0,6026 ``��tiIp (451 ("'a ,`� 0WARNINGS: GENERAL NOTES,unless otherwise noted: " c- 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual ' - •f-p E r Truss: C2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designee 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,.- 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 450,0187 DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). „",/'r= r, DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON /� 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. -� ^xJ SEQ. : 6052963 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, GAs �,/�".f,�y N� design loads be applied to any component. and are for"dry condition"of use. �f./ 1 4 2- �. TRANS I D: 407654 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary.s ��Y/` f� P P 7.Design assumes adequate drainage is provided. r1 0^ 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center II II 10 II IIII 10 I ILII VIII VIII I 11TPINYTCA In BCSI,copies of which will be furnished upon request. git coincide with JointaIn nche. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTel4 EXPIRES:12/31/2015 • 1111 1011 IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.2" IBC 2012 MAX MEMBER FORCES 4WR/ODF/Cq=1.00 IC: 2x4 KDOF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 36 2.5=(-33) 36 3.5=(-161) 127 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-70) 50 WEBS: 2x4 KDDF STAND 3.4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -72/ 368V -21/ 68H 5.50" 0.59 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 3.2" -25/ 213V 0/ OH 5.50" 0.34 KDDF ( 625) M-1.5x4 or equal at non-structural vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Connector plate prefix designators: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 C,CN,C18,CN18 (or no prefix) = Compulrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" M,M2OHS,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0,133" 4-11-08 0-03-12 MAX TC PANEL LL DEFL = 0.039" @ 2'- 10.2" Allowed = 0.281" MAX TC PANEL TL DEFL = -0.044" @ 2'- 8.2" Allowed = 0.421" 12 MAX HORIZ. LL DEFL = 0.000" @ 4'- 11.5" 4.00 c" MAX HORIZ. TL DEFL = 0.000" @ 4'- 11.5" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting M-1.5x3 system and components and cladding criteria. 4 Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), III load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 N o� ►�5 -/ M-3x4 M-1.5x3 J., 1, y 4-11-08 0-03-12 y y ,I- 1-00 1-00 5-03-04 R JOB NAME : POLYGON 4-B NH - C2 GE Scale: 0.6026 .‹.; kQ IN 8".!6f� WARNINGS: GENERAL NOTES,unless otherwise noted: w $/� c' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4t .,(((���' 40 P 4. C- Truss: C2 GE and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+, incorporation of component Is the responsibmty of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by , rr +� po b continuous sheathing such as plywood sheathing(TC)and/or drywaRBC). q. DATE: 9/8/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON t,� 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. '7 A„ `c/ SEQ. : 6052964 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, �%� .l�k ,�S^.. design loads be applied to any component. and are for"dry condition"of use. © 1 4 2. T` TRANS I D: 407 654 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge i1 {} necessary.ign ill '' R`t- V fabrication,handling,shipment and installation of components. 7. ecassumes adequate drainage is provided. 6.This design is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center - 1IIIIII II II IIII)III 11111 I IIIIIII IIII IIII IIII TPIANlCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center Ines. 9.Digits indicate size of plate in inches. MiTek USA,InC./CompuTrua Software 7.6.6(1L)-E 10.For basic connector plate design values see EOR-1311,ESR-1888(Wok) EXPIRES:12/31/2015