Loading...
Plans (40) Air 7mi ` S7 -D , 7 M■Mt rr3 �, / 3 i�1 Sw /�v►.L r7- '/ FEB 0 3 201 t � � a ` ` vr IVIiTek ` °#P MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL12 211_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 ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. VI de 'a R S S. r� . Digital Signature f EXPIRATION DATE:06/30/14 3 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. i MiTek: MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL12-211_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:835370856 thru R35370860 My license renewal date for the state of Washington is August 1,2014. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. S.Tvti q4' WAS; .. 4 . - t f Jam:. 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. �t► Job Truss ITrussType Qty Ply POLYGON 4ABC 11/2012 PL12-211 UPPER FG FLOOR TRUSS 1 1 R35370856 Pack Lumber&Truss Co.,Hillsboro,Ore IJob Reference( tional) 7.250 S Aug 25 2011 MiTek Industries,Inc. Fri Oct 2610:06:30 2012 Page 1 ID:Fz9QzgfDnlT1tgjap2TkUzyPYh_ITFUeM2nJD7JzVh5RfMDdGrkHxontoJdkfZUIQyPYRd 11-0o I 11-0-12 II 1-2-0 Ila10-0 scale=1:36.3 1.553 II 1.553 H 1.553 II 1.5x3 II 1.5x3 1.54 II 7SKJ I 1.553 II 356 FP= P22 ' / 6 9 101.5x3 II 4x5= 11 12 14 1618 1921 22•a ate ` ml e 34 33 32 31 30 28 386— 386= 386 FP— 3x5= 1.583 11 385= 27 26 25 24 1.583 5P= 3x5— 3x5= 385— 486= 3x6— 385= 7-9-12 8-11-12 71-6-12 7-9-12 5-7-07 10-7-0 1 Plate Offsets(X,Y): [1:Edae.0-1-$],18:0-1-8,Edae].129:0-1-8.Edge] 210O LOADING(psf) SPACING 1-0-0 CSI DEFL in (loc) I/deg Lid TCLL 40.0 Plates Increase 1.00 TC 0.38 Vert(LL) -0.34 28-29 >770 480 PLATES GRIP TCDL 10.0 Lumber Increase 1.00 BC 0.57 Vert(TL) -0.53 28-29 >492 360 MT20 220/195 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 2400E 2.0E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 DF 2400E 2.0E WEBS 4 X 2 DF Stud/Std end verticals. 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, 13-140-3802/0,14-15=-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 BOT CHORD 3435=0/684,33-34=0/1788,32-33=0/2652,31-32=0/2652,30-31=0/3443,29-30=0/3443, , 28-29=0/3688,27-28=0/3833,26-27=0/3721,25-26=0/3380,24-25=0/2797, ' C1 k1'A /.r 23-24=0/1035 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, '" ~' f 8-31=-734/0,21-23=-1410/0,21-24=0/1282,19-24=-1187/0,19-25=0/455, � 1' J 16-25=-362/0,16-26=0/285,10.29=496/46 = 2" NOTES t'z 1)Unbalanced floor live loads have been considered for this design. -P 30496 2)All plates are 3x4 MT20 unless otherwise indicated. 3)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ` ISTtZ ti 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 3 i OR AI ' s 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). ��R � LOAD CASE(S) Standard 5E i2 1)Floor:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) E Vert:23-35=-5,1-22=-50 Concentrated Loads(Ib) Vert:19=-468(F) l If • OR 9) R s.I'M Digital Signature I EXPIRATION DATE:0 0/14 October 26,2012 A WARNING-Very atcsrgn parameters and READ M2778 ON 771/6 AND INCLUDED MIME'R Design valid for use only with MiTek connectors.This design is based onlyuponparameters PAGE component.BEFORE NEE, Applicabilityof design gresponsibility shown,and B for a individual buildingicompng sht. 9 parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding t II ek` fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and SCSI Balding Component Safety Information available from Truss Plate Institute,781 N.Lee Sheet,Suite 312,Alexandria,VA 22314. 7777 Greenback Lane,Suite 109 Citrus He Heights,CA,ssst o If Southern Pine(SP or WO lumber is specified,the design valises are those effective 9181/ 112 by ALSO or proposed by SPIB lik t Truss TypeQty Ply POLYGON 4ABC 11/2012 835370857 Job Truss TRUSS 1 FLOOR 22 PL12-211_UPPER FT1 Job Reference(ootionall 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Oct 26 10:06:31 2012 Page 1 Pack Lumber&Truss Co.,Hillsboro,Ore ID:Fz9QzgfDnlTltgjap2TkUzyPYh_-mgptri3Q4XFAbfGH?MtSATNtsLSTcDfmzJJ1 sOyPYRc 2-0-0 1 2-0-0 11 2-0-0 1 1S-0 II 1-2-0 II 1.8-8 11 1-9-0 1 Scale«1:37.3 1.553 II 356 FP= 354= 1.5x3 II 3x6= 1.553 II 1.5x3 II 356= 13 x3 I 354= 15 x3 II 354= 1.547II 354= 13 14 7 9 9 10 11 12 2 3 4 5� 60 - r 91 - � � eta/ ai — e w 6 7 6 .41 5 22 21 20 19 = 0110= 3x4= • 356 FP=354= 1.5x3 II 355= 346 354= 3510= 356 SP= 8-11-12 I 21-412 1 77-9--9-i2 VO'2 10.7-0 I 12-100 Plate Offsets(X.Y): 16:0-1-8.Edael.f20:0-1-8.Edael CSI DEFL in (loc) 1/deft lid PLATES GRIP LOADING(psf)40.0 SPACING 1-7-3.0MT20 220/195 TCLL 40.0 Plates Increase 1.00 TC 0.45 Vert(LL) -0.45 ;&19 >368 3 0 TCDL 10.0 Lumber Increase 1.00 BC 0.67 Vert(TL) BCLL 0.0 Rep Stress!nor YES WB 0.77 Horz(TL) 0.09 15 n/a n/a Weight:99 lb FT=0%F,0%E BCDL 5.0 Code IBC2009/TP12007 (Matrix) 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 end verticals. BOT CHORD 4 X 2 DF 2400F 2.0E BOT CHORD Rigid rtiadirectly applied or 10-0-0 oc bracing. WEBS 4 X 2 DF Stud/Std REACTIONS (Ib/size) 15=954/0-4-8 (min.0-1-8),23=954/0-4-4 (min.0-1-8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3074/0,3-4=-3074/0,4-5=-4665/0,5-6=-4665/0,6-7=-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, S.402. �JC'S",,, 1-20 -3/1532 A�L�f,, ASH/A,'91.,;, 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, 11-17=0/801,8-17=-459/0,8 16=0/287,6-18=-211/639 G x NOTES `4 `7 1)Unbalanced floor live loads have been considered for this design. 2)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 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. , 49 f? Q .t LOAD CASE(S) Standard -°n PR()per, i • '. OR O 1 Digital Signature EXPIRATION DATE:06/30114 October 26,2012 4 4 OME ON TTI/B MB)INCLUDED Id/TEK REF PA T-7473 BEFORE MR®ssi€ d •Veronl design it ek nnrerahis READ/based Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and k for an individual binding component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown l"1 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 7777 Lane,Suite 109 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality C°Reda,DSB-89 and SCSI Building Component 7777s Greenbackea,CA,ne, Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. If Southern Pine(SP or SPp)lumber is speciled,_tile deslguf values are talose effective 05i0112012 by ALC or proposed by SPIB. I Job Truss Truss Type Qty Ply POLYGON 4ABC 11/2012 PL12-211_UPPER FT2 Floor Truss R35370858 1 1 Pac f c Lumber&Truss Co.,Hillsboro,Ore Job Reference(optional) r 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Oct 26 10:06:32 2012 Page 1 ID:Fz9QzgfDnlT1tgjap2TkUzyPYh_FsNF3242rgN1 DorTZ4Ohihw4LkStLj3wCz2bOSyPYRb 2-6-0 2-5-4 I I 1-2-0e I 1-6-0 I Scale z 1:31.3 1.5x3 II 3x6= 1.553 II 354= 1.503 II 1 2 3 4 5 344= 1.5x3 II 3x8= 1.543 II 0 6 ] 6 9 lr \ -_ ..... 14 13 12 = 3x4= 11 3x8= 1.593 II 3x4= 3x8= W 3c4= I 75-12 9-1-4 1- 7-9-12 1812 r11-121 1 1814 0-7-0 0.7-0 9-3-0I 0-1-8 Plate Offsets(X.Y): [4:0.1-8.Edaej.112:0-1-8,Edge] LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Ud 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/TPI2007 (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(lb)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=0/1242,414=-806/0,8-10=-1860/0,8-11=0/1248,6-11=-594/0,6-12=-229/358 NOTES �,,, ,R S. �'j , 1)Unbalanced floor live loads have been considered for this design. 4 �VAIj7 f C4 j 2)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. V0 • �(.- 4c 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 ' ;,� ' 0 to be attached to walls at their outer ends or restrained by other means. rr, 1 ti '?.. LOAD CASE(S) Standard et �i 1 PR Opt -c:4... "0„, xi , ---- / ir!% lirr I? S.-0 Digital Signature EXPIRATION DATE.06/30/14 October 26,2012 a WARNING-Vertfy design pfSrTr5oe/ent.2nd READ NOTES ON 77I18 AND INCLUDED IgtrEK tz BEFORE USE. Design valid for use only with MiTek connectors.This design is based onlyupon PAGE component. t. Applicability of design gnt6parameters shown,and is sop a individual buildingicompng sho PP ty g parameters and proper incorporation of component a responsibility of building designer-not truss designer.Bracing shown �µ 6 for lateral support of individual web members only.Additional temporary bracing to insure stability during construction 6 the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding INITeiC fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/1111 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane, Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. citrus Heights.CA,95610 10 109 If Southern Pine(5P or Pp)kitnber is specified,the design values ere those eff'e'ctive 0S91/2912 by ALSO or proposed by SP;IS. r 1 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 I D:Fz9QzgfDnlT1 tgjap2TkUzyPYh_-j2wdGN4gc8VugyQg6nvwFuTFP8pU4AX3Rdo8wuyPYRa I 2-8--0 I I 2-5-4 II t-2-0 ii 1-3-4 1 Scale=1 31 0 1.5x3 II 3116= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.543 II 3x6= 1.543 II 2 3 4® 5 7 8 9 o71 ; 2 :e lill o �/ 0 14 73 12 3x4= 11 1 344= aa= 1.5x3x8=3 II 3x4= 9-1-4 18-1-8 I 7-9-12 18.4-12 r.-11-121 I 9-0-4 I 7-912 0-7-0 0-7-0 0-1A Plate Offsets(X.Y): 14:0-1-8.Edael.112:0-1-8.Edael LOADING(psi) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Ud 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 Ina YES WB 0.62 Horz(TL) 0.06 10 n/a n/a Weight:80 lb FT=0%F,0%E BCDL 5.0 Code IBC2009/TP12007 (Matrix) 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 end verticals. BOT CHORD 4 X 2 DF No.1&Btr WEBS 4 X 2 DF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 15=791/0-44 (min.0-1-8),10=791/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)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=0/1217,414=-770/0,8-10=-1833/0,8-11=0/1222,6-11=-568/0,6-12=-227/340 V �Z ' NOTES Q` 'sitCS-WAS r i- 1)Unbalanced floor live loads have been considered for this design. 4 � 1 il 2)Refer to girder(s)for truss to truss connections. .a 3)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. , 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks — to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard 30496 ' RE •4 C4.0, RS.1 Digital Signature EXPIRATION DATE:06/30/14 I October 26,2012 t ®'WARNI NG•Vere,fydesign parametes�sartaREAD d1R)M.SO MISAlDINCLUDDED' 'TEICHEFER�d'MOE r-74TdBEFOREL&5B. Design valid for use only with Mick connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown 11111 (y!�tP.'t* is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibilliy of the erector.Additional permanent bracing of the overall structure is the responsiibilily of the building designer.For general guidance regarding Greenback Lane,Suite 109 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/7911 Quality Criteria,DSB-89 and BCSI Building Component 77777s Teen ba,CA,ne,Su Safety Information available from Truss Plate Institute.781 N.Lee Street.Suite 312,Alexandria,VA 22314. Citr If Southern Pose(SP or Sip)lumber is specified,the designvalues are those effective 0/2612 by ALSO or proposedby x Job Truss Truss Type IQtyPly POLYGON 4ABC 11/2012 ---::--' mmmmMM.MM...M............III1IIIIIIIIIIIIIIIlIIlIlllllllllllIllllll PL12-211UPPER FT4 Floor Truss R35370860 1 1 Parc Lumber&Truss Co.,Hillsboro,Ore Job Reference(optional) 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Oct 2610:06:33 2012 Page 1 2-2-12 I I2-6-0ID:Fz90zgfDnlT1 tgjap2TkUzyPYh_-j2wdGN4gc8VugyQg6nywFuTlb8id4Ay3Rdo8wuyPYRa Sale=121.7 1.553 II I 35— 2 _ 1.5x3 II 0 3a4 4 1.553 II B 53"4= o s - e q o 93x8= 63x6= 1.53 II a4= 12-8-12 12-8-12 LOADING(psf) SPACING 1-7-3 CSI TCLL 40.0 Plates Increase 1.00DEFL in (l 8-9 >999 4800 PLATES GRIP TCDL 10.0 TC 0.183Vert(LL)T -0.0718-9 >999 Lumber Increase 1.00 BC 0.30 Vert(TL) -0.12 8-9 >999 360 MT20 220/195 BCLL 0.0 Rep Stress Ina YES WB 0.59 BCDL 5.0 Code IBC2009/TPI2007 (Matrix) Horz(TL) 0.02 7 n/a n/a Weight:57 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.1&Btr BOT CHORD 4 X 2 DF No.18&Btr TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except WEBS 4 X 2 DF Stud/Std end verticals. 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(lb)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 NOTES ... OR S.T( ,C 1)Non Standard bearing condition. Review required. 2)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4,:v� A ,, '4,,.. _ { 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 be attached to walls at their outer ends or restrained by other means. �( 4 x. LOAD CASE(S) Standard 30496 G ltf;, �t3 G/STEW (C,RtO PRo, 144 1 s'49 - sAcitt r� Digital Signature 1 EXPIRATION DATE.06/30/14 October 26,2012 ®WAR1Y1'!4 Veri{fydesign,pfzrazmafursand READ NOTES ONTHIS AND INCi,tfDBO _ Design valid for use only with MTek connectors.This design is based onlyupon833 P.riv$1 ;EPdincomponent.B8f`ExF' f7+:& Applicability of design parameters and properoparametersspshown,and is for individual buildingi .B a ing shownht. MI is for lateral supportmembers i only.Additional componentraryis ting ng to insure of building designer construction not truss designer.Bracing erector.Additional permanent bracing of the overall structure is temporary responsibilitysiof the building designerr�.For general guidthe ance regarding of the fabricInformation ation,quality control,storage,delivery,erection and bracing,consult ANSI/TPIl Qualify Criteria,085-89 and SCSI Betiding ComponentiGQnb if S lift ern Pine(SP orlable from Truss 5tlp)lumber is Ispecafletf„the s 1 N.Leevatve valheet,ues tis i Alexandria, ffect 1 22314. 2t 12 ALSO r 7777 Greenback Lane,Suite 109 by g!7#J LC tt by SPtPb Citrus Heights,CA,95610 ,, Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 1 3/4 Center plate on joint unless x,y I (Drawings not to scale) Damage or Personal Injury iff offsets are indicated. EN Dimensions are in ft-in-sixteenths. 1. Additional stability bracing for truss system,e.g. Apply plates to both sides of truss 1 2 3 diagonal orX-bracing,is always required. See BCSI. �� and fully embed teeth. TOP CHORDS 2. Truss bracing must be designedindividuallateral by anbraces engineer.For wide truss spacing, themselves IIIII—SEIE may require bracing,or alternative Tor I 0�/16' bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. !liminftimmommAlltr......m."411PP*14 O1111141110, a 4. Provide copies of this truss design to the building O designer,erection supervisor,property owner and 0 all other interested parties. t edge of truss. 8 7 For 4 x 2 orientation,locate BOTTOM CHORDS plates 0 ra from outside 6 5 5. Cut members to bear tightly against each other. Place lates on each face f 6. joint anfotruss d embed fully. at joint JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE locations are regulated by ANSI/TPI 1. Th eq symbol indicates the AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO rotected from _ required direction of slots in THE LEFT. 7. Design assumes trusses will be suitably p connector plates. the environment in accord with ANSI/TPI 1. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT g. Unless content lumber *Plate location details available in MITek 20/20 NUMBERS/LETTERS. shall not otherwiseeceed noted,at time moistureocontent of. software or upon request. 9. Unless expressly noted,this design is not applicable for PRODUCT CODE APPROVALS use with fire retardant,preservative treated,or green lumber. PLATE SIZE ICC-ES Reports: 10.Camber is a non-structural consideration and is the The first dimension is the plate camber forry dead truss General practice is to 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 camber ofabricator.load deflection. to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 11.Plate type,size,orientation and location dimensions the length parallel to slots. indicated are minimum plating requirements. 12.Lumber used shall be of the species and size,and LATERAL BRACING LOCATION in all respects,equal to or better than that Southern Pine lumber designations are as follows: specified. SYP represents current/old values as published se Indicated by symbol shown and/or by AWC in the 2005/2012 NDS 13.Top chords must be sheathed or purlins provided at by text in the bracing section of the 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 SP represents ALSC approved/new values 14.Bottom chords require lateral bracing at 10 ft.spacing, if indicated. with effective date of June 1,2012 or less,if no ceiling is Installed,unless otherwise noted. (2x BEARING and No 2 and lower grades and smaller sizes), 15.Connections not shown are the responsibility of others. all MSR/MEL grades 16.Do not cut or alter truss member or plate without prior approval of an engineer. Indicates location where bearings ©2012 MiTek®All Rights Reserved 0 (supports) occur. Icons vary but 17.Install and load vertically unless indicated otherwise. � M18.Use of green or treated lumber may pose unacceptable 1111 IIII HE il section reaction number where bearindiicangtess occurjoint. MOMenvironmental,health or performance risks.Consult with ► project engineer before use. Min size shown is for crushing only. 19.Review all portions of this design(front,back,words Industry Standards: and pictures)before use.Reviewing pictures alone ANSI/TPII: National Design Specification for Metal is not sufficient. Plate Connected Wood Truss Construction. a ' 20.Design assumes manufacture in accordance with DSB-89: Design Standard for Bracing. ANSI/TPI 1 Quality Criteria. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, i e, Installing&Bracing of Metal Plate MiTek Engineering Reference Sheet:MII-7473 rev.09/04/2012 Connected Wood Trusses. } To . rrJ FEB1Cgfl32016 Gil Y awz WLiiiIIIIIII! I LU LU r_a m' SJ1 t-y _ �2 O O �A�f�j H Z CC W o AIV IRRL ',_,■�_._' e'� I 3 C m 2 '.■■ C7 ¢ y am 2 z , Z Z i O� AMIE! C3 C3 to tr13 tr3 cC ' -- _ - c) K O O oo<o w Z O om Z Z j Z ow� c O O W CD osa v CS V V s o LU ' ---I ❑X CONFORMS TO DESIGN CONCEPT _ I 0 REVICONSFORMSIONS TONOTED DESIGN CONCEPT WITH I —I --I 0 NON-CONFORMING–REVISE&RESUBMIT --' THT SHO:'DRAWING HAS BEEN "IIIEWrTi FOR GENERAL CONFORMANCE WITH DESIGN CONCEPT ONLY AND DOES NOT REEVE THE '— _ FABRICATORNENDOR OF RESPONTBIULY FOR CONFORMANCE WITH DESIGN 6:12 ' DRAWINGS,SPECIFICATIONS,AND APPLY..F_!.E CODES,ALL OF WiiCH HAVE PRIOWTY ovti THIS SHOP DRAWING. By David R Burnett Date 10 6 14 —I— MILBRANDT ARCHITECTS ' — - B3(13) -I - - �I I I- I� �% AI BV3 �- At iQri��- 1 1111111111- SJ3 1111104 $1,-APINI SJ1 %��A:,�:�� 1 SinJr E igs _ --_�� IIi !!iiiiiII a" j 1r-1r 2r-06 BUILDER POLYGON NW ISSUE DATE ®Copyright CompuTrus Inc.2006 ABOVE PLAN PROVIDED FOR TRUSS PROJECT TITLE. 09/08/14 PLACEMENT ONLY.RIFFER TO TRUSS CALCULATIONS AND 4-B NH REvrSION t: DRAA:INNGS FOR A11 TRURAER al INFORMATION.BUILDING PLAN: DRAWN BY: DESIGNER/ENGINEERTRUSSCNECTIS.F RECORD 4-: NH / B NH REVISION-2' RESPONSIBLE FOR ALL NON TRUSS TO TRUSS CONNECTIONS.BUILDING CHECKED BY: DESIGNER/ENCINEER DF RECORD TO DELIVERY LOCATION: SCALE. DESIGNS PRIOR T�O CONSTRUCTION. & r REVISION-3: t M p A N_Y,. 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. W g. y_i a Z Z - N _ 0 m w Z 5 2 W Z 6 Z a = 1 a• O n I. 3 IT1iiiiiiiio C1 GE to �' ,� I I I a. I illillgil 1 w yn 60 MINIM .M I I I'i I om I '!��I 1 I -' 3 co 1111,1�� I � �I I1111111W \ 1 , I 1 ! "1 � 1 II SI ' , , 111 AMA .. _ - 5 11111111;- 1111111 iiiiit h _ 14 san7s11116j I 1 621i Gel- �' : \ c oR � — 1 � C 'Em,t-m g I' 11116101h0.4144 � � i 5igoI/1 ,\ . 1 i� �1��\I . � . - ii I I 1 <, Ij l133 23 E. C M 2tii ® CONFORMS TO DESIGN CONCEPT N411 0 CONFORMS TO DESIGN CONCEPT WITH "�" = REVISIONS AS SHOWN ion 7,4 gOM 1 0 NON-CONFORMING-REVISE AND RESUBMIT THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE in3 , WITH THE DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE FABRICATOR/VENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH THE DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY It OVER THIS SHOP DRAWING, CONTRACTOR SHALL VERIFY ALL DIMENSIONS.By: Todd 0Fil Date: Se0fembe 14 w R. Eaton CT ENGINEERING INC { a )T--- '°m."'.u '"'°m"I°.I.lII..l...l.I.Il...MI.IIIll"lllIlIIllMllII1II1lIll1Il.IIll 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 in 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-f988(MTek). j�. Qj4N9i� 44 i PROS. r 'f. '' t 1 , .- F 44 i0 zr tei lik p 44, 24443 O ,a," - ' 'O '"/T2',/3 EXPIRES 6/30/IS This design prepared from computer input by IIIIIIIIIIIIII PACIFIC LUMBER-BC TRUSS SPAN 22'- 0.0' IBC 2012 MAX MEMBER FORCES 4WRIDOF/Cq=1.00 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 (Non-Rep) 1. 2=( 0) 50 2.11=(-812) 5219 11- 3=( -213) 1685 TC: 2x4 KDDF #1&BTA; SPACED 24.0' O.C. 2- 3=(-5910) 963 11.12=(-711) 4492 3.12=(-1306) 261 2x6 KDDF #1&BTR T2 3- 4=(-3590) 637 12.13=(-653) 3979 12- 4=( -181) 1190 4- 5=(-3201) 603 14-15°) 0) 0 12- 50(•1187) 277 BC: 2x4 KDDF SAM; LOADING 5- 5=(-3201) 801 14-15=)•880) 3961 5-13°) •180) 845 D 2x6 KDDF #1&BTR 83 LL( 25.0)+QL7.N) BN TOM CHORD = 30.0 PSF 6- 7=(-3654) 745 15-16=(-647) 3784 13- 6=) -67) 678 WEBS: 2x4 KDDF STAND DL ON BOTTOM CHORD = 10.D PSF -696) 87 7- 8=1-4112) 808 18. 9=(•853) 3598 15- 8=( TOTAL LOAD = 42.0 PSF 8- 8=(-4152) 8120 5-16= -238) 187 BC LATERAL SUPPORT <= 12'OC. UON. 8.19=( 0) 50 6-16=) -167) 1109 BC LATERAL SUPPORT <= 12'OC. UON. LL = 25 PSF Ground Snow (Pg) 17- 6_( -63) 223 ADDL: BC UNIF LL+DL= 50.0 PLF 14'- 0.0" TO 22'- 0.0" V NOTE: 2T4 OPACIOR AT EAOC TOS. FOR ADDL: TC CONC LL+DL= 597.3 LBS @ 14'- 0.0' BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA ALL FLAT TOP CHORD AREASSNOT SHEATHED ADDL: BC CONC LL( 717.3)+01( 487.7)= 1205.0 LBS @ 12'- 11.0" LOCATIONS REACTIONS 5EACTI5H 5I5E OIN. (SPECIES) 0'• 0.0' -331/ 1812S 751 75S S.ZE' 2.90 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 22'- 0.0' -483/ 2466V 0/ OH 5.50" 3.95 KDDF ( 625) OVERHANGS: 12.0' 12.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing. Connector plate prefix designators: VERTICAL DEFLECTION LIMITS: LL=L1240, TL=LIIBO C,M2OHS,,CN1S (16 no MiTek prefix) = CompuTrus, Inc ANDBOTTBOTTOMOM RCHORDD CLIVEFLOADSPACTLNON-CONCURRENTLY. MAX LL DEFL = 0.002'IM -:'• L0.0"/24 Allowed= 0 0.100' M,g20HS,g18HS,M16 = MT series MAX TL CREEP DEFL = •0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.141" @ 10'- 5.5' Allowed = 1.054' MAX TLMAX CREEP LL DEFL = 0.002' @ 23'• 0.0" Allowed = 0.100' MAX TL CREEP DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133' 7-11-11 � .( 6-00-10 7-11-11 MAX 00012. LL DEFL = 0.086" @ 21'- 6.5' 4-00-12 MAX HORIZ. TL DEFL = 0.179' @ 21'- 6.5" 2 09 5-02-11 2 02-05 2-01-12 1 08 09 3-10-15# T NOTE:Design assumes moisture content does T 597.30# 12 not exceed 19% at time of manufacture. 12 6.00 D Q 6.00 M-3x4 M-3x8 Design conforms to mein windforce•resisting 5 6 M 4x10 system and components and cladding criteria. M 5x6 T2 PIN Wind: 140 mph, h=21.2ft, TCDL=4.2,BCOL=8.0, ASCE 7-10, M-1.5x3 (All Heights),fEnclosed, Cat.2, Exp.B, MWFRS(Dir), lM-6X10 Truss designed for wind loads .6, in the plane of the truss only. M-3x8 ,>r o o M-4x10 ,2 i ^^ 0 43 0 = M-3x8 14 15 16 = c M-3x4+ M-3x4+ M 0 M-5x8 M-8x10 M-3x8 -3x10 � 613.75 **2X WEDGE 2.21 12 W/(2) M-3X4 TYP. 12 j1205# y y ), y y y 3-00-12 1-05-07 2-08-05 7-04-12 2-05-08 4-11-04 y * * * * * * 8-00 y1-08-08 9-10 y1.00 1-OO* 2-05-08 10-05-08 11-06-08 y y y y 22-00 1-00 1-00 P R Opt NAME: POLYGON 4-B NH - Bi Scale: 0.2652 61 g% �$9 JOB _ "92!•PE r WARNINGS: GENERAL NOTES,unless otherwise noted: ' 1.Builder and erection contractor should be advised of ell General Notes 1.This de design is based onlyy upon the ardeamet...met shown and dl for can individual B1 and Warnings before construction commences. building Incorng cern of component Is the of desgn of the building dealggner40111r. Truss: B 1 2.2x4 compression web bracing must be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced al 3.Additional temporary bredng to Insure etabigry during construction 2'c.c.end at 10'o.c.respectively unless braced throughout their length by �'.. DES. BY' LJ is the responsibility of the erector.Additional permanent bracing of congnpuous sheathing such as plywood sheathing(TC)and/or drywaf(BC). OREGON �4d e overall should ale the responsibility of the building until after all algner. 3.bredng and 4.Installation of act Wes Is the responsior lateral bilityofthe re respective contractor. .f n DATE: 9/8/2014 0 4.No e e s areld m le a an to any componentgreater5.Design assumes trusses are to be used In a non-corrosive environment, �rfi1 7}� r 4 2.0 4; SEQ. : 6 05 2939 design are complete and at no mpo should any bade then and are for"dry condition"of use. A.. loads a no controlon to anycomponent.and assut. 8,Design assumes fug bearing at as supports shown.Shim or wedge If 't'/t-. �y`�� TRANS I D: 407654 5.CompuTrus has no,shipover and assumes no responsibilitymponents for the necessary. fabrication,handling,shipment installation of components. 7.Design assumes adequate drainage Is provided. 8.This design Is furnished subject to the Imitations act forth by 8.Ansa shallcoincihae locatedith on botth faces of truss,end placed so their center 1111111 11111 VIII 11111 VIII 11111 11111 IIII IIII MTITTek SA,lnc./CompuTrus which Software 7.6.6(1L)-E request. 10.For basic ilicateconnector platetdesign values see ESR-1311,ESR-1888(MITeq EXPIRES:12/31/2015 IIIIIIIIIIIIII This FIC design Bprepared from computer input by PACILUMER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0' TC: 2x4 KDDF M1$BTR; LOAD DURATION INCREASE = 1.15 INC 2012 MAX MEMBER-1 -825) 4WR13- 3C)-2,60 2x6 KDDF k16BTR T2 SPACED 24.0" O.C. 1- 2=( 70)) 50 3.13=)-721) 2724 13- 4=(-957) 909 BC: 2x4 KDDF p1$BTR; 32-- 4=(-3598) 983 14.15=(-499) 25 4.14=(•995) 360 2x6 KDDF 41&BTR B3 LOADING 4- 5=(-1590) 563 14.15=(-490) 1519 14- 6=( •01) 398 WEBS: 2x4 KODF STAND LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4. 6=( 0) 0 15.17=( 0) 0 14- 5=(•- 8) 156 DL ON BOTTOM CHORD = 10.0 PSF 4- 8=(-1521) 540 17.18=(-426) 1283 5-18=( -18) 73 IC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 6- 8=(•1521) 827 17.18=(•426) 1284 15- B=(•178) 548 BC LATERAL SUPPORT <= 12"0C, UON. 78-- 9=1-1167 471 18.11=(-453) 1315 17. 8=(-437) 153 LL 25 PSF Ground Snow (Pg) 7- 9=( 0 0 8.18=(-216) 176 9-10=(•1354) 500 9.18=(•102) 374 NOTE: 2x4 BRACING AT 24'OC UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11: 12 •1540 0(0 )5500 18.10=(-153) 122 ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 124" 12.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD, TOP BEARING MAX VERT MAX HORZ BAG REQUIRED BOG AREA AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE 50,IN. (SPECIES) Connector plate prefix designators: 0'. 0,0" -214/ 1038V -75/ 75H 5,50" 1.66 KDDF ( 625) C,CN,CIB,CN18 (or no prefix) = CompuTrus, Inc 22'- 0,0" -213/ 1038V 0/ OH 5,50' 1,66 KDDF ( 625) M,M2OHS,MI8HS,M16 = MiTek MT series ICOND. 2: Design checked for net(-5 psft uplift at 24 'oc spacin0,I 9-11-11 2-00-10 9-11-11 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/100 1 f f 4-09-08 T MAX LL DEFL = 0,002• @ -1'• 0.0' Allowed = 0.100" 0-02-05 0.03-07 3-05-12 MAX TL CREEP DEFL = -0,003• @ -1'- 0.0" Allowed = 0,133" 2-05-031-10-052-01-12 MAX LL DEFL = •0.081' @ 8'- 0.0' Allowed = 1.054" 2-09 tr r,� 4-00-12 MAX TL CREEP DEFL = -0.182" @ 7'- 6.5' Allowed = 1.406" T T 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" 12 f f T MAX HORIZ. TL DEFL = 0,086• @ 21'- 6,5' 12 6.00 p M 3x4 M73x8 Q 6,00 NnOTE:t Designlaassumes simomoisture rencontentedoes M-4X6 M-4X6 Design conforms to main windforce-resisting 9 system and components and cladding criteria. E Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-1.5x3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3X5 p load duration factor=1.6, y• Truss designed for wind loads c� M-3X5 in the plane of the truss only. c:34 01 � _ tie T. v 13 iq t,011�� o o M-5x6 M•3x8 o 16 M-5x6=M1 6x6 M-3x8 0 **2X WEDGE M-3x4 0 12 3.75 W/(2) M-3X4 TYP. 2.21 v 12 12 J. y y y y y y 2-05-08 4-11-04 3-00-12 1-05-07 2-08-05 7-04-12 1, y y 1-00 2-05-08 8-00 1-08-08 9-10 1-00 10-05-08 11-06-08 1, y 1-00 22-00 1-00 1-00 JOB NAME : POLYGON 4-B NH - B2 v(1, ,c) PROrer, Scale: 0.2240 • , ,...p_ d/� WARNINGS: GENERAL NOTES,unless otherwise noted: 45 ,///q92. �/l 7/jy 4' p 1.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end Is for an Individual '72 �P� Wit•"' Truss: B2 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown i.. Incorporation of component is the responsibility of the building designer. fr DES. BY: L 1 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Is the responsibility of the erector.Additional permanent bracing of 2'o.c,and at 10'o.x.respectively unless braced throughout their length by ,,N 4/r,. °, DATE: 9/8/2014 the overall structure is the responsibility continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC), /(fin, 4.No load should be a po lity of the building designer, 3.2x Impact bridging or lateral bracing where shown n+ -�p SEQ. : 6052940lipped to any component until after aN bracing end 4.Installation of truss Is the responsibility of the respective contractor. , ,-.....,--,,,r, �EGO � � fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: 407654 design loads be applied to any component end are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if • y t#. 2• 2D fabrication,handling,shipment and Installation of components. necessary. V 6.This design is famished subject to the limitations set forth 7.8.Plates shall be located on both faces assumes adequate drainage la provided. • '.fPby�)t\ aced so eir center IIIIII VIII VIII VIII VIII 11111 11111 IIII IIII MITe USA,Inc./CompuTrus Software 7.6.6(1 L EINVTCA In SCSI,copies of which vAll be furnished nn request. 190 lines cate de size.For basic roffith �ptt ee in Incgn hes. see aESR-1311,,and SR,taea(MITek) rl EXPIRES;12/31/2015 This design prepared from computer input by IIIIIIIIIIIIII PACIFIC LUMBER-BC TRUSS SPAN 22'- 0.0" IBC 2012 MAX MEMBER FORCES 4WRIDDFlCq=1.00 LUMBER SPECIFICATIONS# LOAD DURATION INCREASE = 1.15 1- 2c) 0) 50 2- 8=(•224) 1261 3- 8=)•311) 220 TC: 2x4 KDDF 16BTSPACED 24.0" O.C. 2- 3=(-1504) 335 8- 9=(•103) 834 8. 4=(•111) 492 492 BC: 2x4 KDDF 1ANDR 3- 4=(-1318) 338 9- 6=(-253) 1281 9-4- 5=(•311) WEBS: 2x4 KDDF STAND LOADING 4. 5=(-1318) 338 ) 220 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1504) 335 IC LATERAL SUPPORT <= 12'OC. UON. LL( DL ON BOTTOM CHORD = 10.0 PSF 6. 7=( 0) 50 BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF OVERHANGS: 12,0' 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'• 0.0' •1581 1038V •1081 108H 5.50' 1.66 KDDF ( 625) 20'• 0.0' -1561 1038V 81 OH 5.50" 1.66 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND, 2: Design checked for netf-5 pat) uplift at 24 'OC spacinG,I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L1240, TL=L1180 MAX LL DEFL = 0.002' @ -1'- 0.0" Allowed = 0.100• MAX TLCREEP MAXMAXLL DEFL = -0.043' @ 14'- 5.8" Allowed = 1. 054' MAX TLMAXELL DEFL = 0.002" @ 23'- 0.0' Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 23'- 0.0' Allowed = 0.133" 11-00 MAX HORIZ. LL DEFL = 0.018" @ 21'- 6.5" 11-00 T � MAX HORIZ. TL DEFL = 0.030" @ 21'- 6.5" 5-02-12 5 02 12 5-09-04 NOTE:Design assumes moisture content does 5-09-04 ( T not exceed 19% at time of manufacture. ( 12 12 Q 6.00 Design conforms to main windforce•resisting 6.00 M-4x6 system and components and cladding criteria. 4a Wind: 140 mph, h=21.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1,6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 . 3 0 M , O 1Ai5x MQ Fiat 9 O M-3x4 M-3x4 M-3x5(S) M-3x4 M-3x4 O y y y 6-11-11 y 7-06-03 7-06-03 ,i'y 10-00 y 12-00 y 1, y y 22-00 1-00 1 00 Pt° PRQ4�' � INS � JOB NAME : POLYGON 4-6 NH - 63 Scale: 0.2652 B l �9 WARNINGS: GENERAL NOTES,unless otherwise noted: ®�.P E r 1.Builder and erection contractor should be advised of all General Notes 1.This deg Cois mp basedt.only upon the of ardeametersshownand di pforr an individual tr Truss: B3 and Warnings before construction commences. buIncorporation of component is the responsibility of the building designer. 2.2x4 compression web bradng must be InsteRed 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'not.an.end et 10'tie.rsperAWety orales braced throughout their length by DES. BY: LJ la the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood cheethinp(TC)andlor drywall(BC). OREGON 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++ 4.No load should be applied to any component until after sir bradng and 4.5.Desi liatIon of tnms is n assumes trusses are to beusedInof the a non-corrosiveecontractor.ironment, ,/ '�sI 1 4 +�Q {�',. SEQ. : 6052941 fasteners are complete and at no time should any loads greater than and ere for"dry condition"of use. [] design loads be eppaed to any component. 8.Design assumes full bearing et all supports shown.Shim or wedge if J(,� R n(�� V TRANS I D' 407 654 5.CompuTrus has no control over and assumes no responsibility for the necessary. fabrication,handing,shipment ed Installation of components. 7•Design sumes adequate drainage Is provided. 8.This design is furnished subject to the irritations set forth by 8.Plates shall be located on both feces of truss,and placed so their center I111111111111111111111III IIII111111IIIIIIII MiTe A,lncJCompuTrusiSoftwa�7.6.8(1L)-E request. 10.Forbascconnectoreplplate t dsg valuesseeESR-1311,ESR-19ee(Welt) EXPIRES:12/31/2015 LUMBER SPECIFICATIONS This design prepared from computer input by TC: 2x4 KDDF N1&BTR PACIFIC LUMBER-BC BC: 2x8 KDDF qi&BTp TRUSS SPAN 22'- 0,0" WEBS: 2x4 KDDF STAND LOAD DURATION INCREASE = 1,15 SPACED 24.0" O.C. IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1,00 TC LATERAL SUPPORT c= 12"OC. UON. 1- 2=( 0) 50 2-12=(•408) 1318 3.12=(•164) 128 BC LATERAL SUPPORT c= 12"OC. OON, LL( 25.0)+DL( 7.0)LONDTOP CHORD 2- 3'(•1552) 550 12.13=(•433) 1280 12. 4s( -78 357 ING ..................................... _ 32.0 PSF 3- 4'(-1349) 497 13.10=(•453) 1318 12- 6=(•177) 168 _ _ DL ON BOTTOM CHORD = 10.0 PSF 6-4- 5°( 0) 0 NOTE: 2x4 BRACING AT 24"0C UON. FOR TOTAL LOAD 6.13=(-177) 168 ALL FLAT TOP CHORD AREAS NOT SHEATHED 42.0 PSF 8=�-jjg0� 471 8.13=( -78) 357 ___`FL__°TO_______,_R____NO ,S_E____ LL 25 PSF Ground Snow (Pg) 7- 8=! p 13- 9=(-164) 128 OVERHANGS: 12 0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8- 9=(-1349) 497 12.0' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9-10.1-1552) 550 10.11=( 0) 50 Connector plate prefix designators: OVERHANGS: 8 (or no prefix) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD, TOP M,M20HS,M18HS,MI6 _ MT = riepuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON•CONCUAAENTLY. BEARING MAX VERT MiTek seriesLOCATIONSMAX HORZ SIG REQUIRED BOG AREA) C,CN, O,- O O' REACTIONS/ 1038REACTIONSOSIZE (SPECIES) 22'• 0,0' •213/ 1038V -76/ 76H 5,50' 1.88 KDDF ( 625) -213/ 1038V 0/ OH 5.50' 1.66 KDDF ( 625) COND. 2: Desirn checked fo net -5 .sf u.lift at 24 'oc s.acini, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TLMAXEIL L DEFL -DEFL = 0.002" @ -1'- 0.0" Allowed = 0,100• MAX LL DEFL = -0.041• @ 11'- 0.0' Allowed = 11.054" MAX TL CREEP DEFL = -0.081" @ 11'- 0.0' Allowed = 1.406' 9-11-11 2-00-10 MAX LL DEFL = 0.002" @ 23'- 0.0' 9.11-11 MAX TL CREEP DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" 4.01-12 3-06-12 Allowed = 0.133' 2-03-031-00-0600-052-03-03 3-06-12 MAX HOAIZ. LL DEFL = 0.014' @ 21•. 4-01-12 MAX HORIZ. TL DEFL = 0.022" @ 21,- 6.5' 8-00 NOTE:Design assumes moisture content does 12 8.00 not exceed 19% at time of manufacture. 6.00 p 7 esign conforms to main windforce•resisting M-4x6 12 system and components and cladding criteria, M-3x4 .M-4x6 Q 6,00 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6,0, ASCE 7.10, 6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), • load duration factor=l.6, �� Truss designed for wind loads M-1,5x3 in the plane of the truss only. .M-1.5x3 rm 0 o� :� se 130 M-3x4 0 M-7x8(5) M-3x8 I M-3x4 0 7-06-12 6-10-08 1-00 7-06-12 22-00 JOB NAME: POLYGON 4-B NH - B4 1-00 WARNINGS; 0.2646 t`SC,�t0 PRo, Truss: B4 i.Builder and erection contractor be advised of all General Notes i.This design Ie based upon the noted:paramere shown and Scale:Is for en individual �J _` S S GENERAL NOTES,uned only otherwise noted: �� �i\7T^�/,61� /O and Warnings before construction shouldn co Gi /7 iJ // r DES. 2.2x4 compression web bracing m^antes, buildingcomponent. BY: LJ 3.Additional temporary g must be Installed where shown+. Incorpration mAp�i�sltent Is he ofd esignsly oft parameters and proper f f� Po ry brectng to Insure stability during construction 2.Design assumes the Upend bottom chords tobelaterally building deet -92 ,�� r DATE: 9/8/2014 Is the responslbialy of the erector.Additionald designer, SEQ. overall structure Is the res permanent bracing of 2'o.n,end at 10•o.c.respectively unless braced throughout their length by ''� SLQ• 6052942 4.the load should tua responsibility of the building designer, 20 Impact sheatginr uch asl _y applied to any component snot after all bracing and 3.2xti bridging or th erel bracing d ahead where and/or !/,rte" TRANS I 0: fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used in a non•corresive environment 407654 design loads be applied to any component. g 4.Inetalfaeon of truss is the res ponaldaty of the respective coMrector. .v/ 5.CompuTrus has no control over end assumes no responsibility for the Design assumes full bearing at all supports /J OREGQN fabrication,handling,shipment and installation of components, and are for"dry condition"of use. v IIIIIIIVIIIVIIIIIIIIIIIIVIIIVIIIIIIIIIII6. 8.This design is furnished subject to the ablatio no set forth by necessary, s provided. shown.Shim or wedge if TP WVTCA In SCSI,copies of which will be furnished upon request. 8.lines Platesshallbe locatumes itcp both faces drainage tniea,and placed so their center , r 4 2a� �� MiTek USA,lnc./CompuTrus Software 7.6.6(1 L)-EDigs coincide sizeh of centerInches. R R Ft`- 9.For indicateonecto plate in Incvas. i o.For basic connector plate design values see ESR-1311,ESR-1888(MITA) EXPIRES:12/31/2015 This design prepared from computer input by PACIFIC LUMBER-BC IIIIIIIIIIII�I IBC 2012 MAX 556FORCES 3029 8- 3.(-124) 1101 1. 2.( 0) 50 A. MEMBER=(' ) 355 2. 3=(•3428 635 8. 9=(•483) 2529 3. 9=(•746) 1LOADD0 HIP SETBACK 8.00.00 FROM END WALL LUMBER SPECIFICATIONS LOAD DURATION INCREASE 1.15 (Nan-Rap) 2- 3,(_2423) 496 9-10=(•483) 2529 9- 9=( .33)6355 NE 2x4 KDDF STAND1NR LOADING 4- 4o(•1003) 496 10-11=(•398) 2546 9- 4=(•133) 281 5- 5.(-2784) 501 11--1 1.(-522) 3049 9-15c( 105) 3082 BC: 2x4 KDDF ql&BTR LL 45 PSF G640d Snow (P9) 0.0" TO 6- 6.(-2O2O) 687 'g_1- 0°)--13) 11076 6 WEBS: 2x4 KDDF TO UNIF LL( 50.0)+DL 26.0)= 64.0 PLF 6'- 0.0" TO 6'- 11.0" V TC LATERAL SUPPORT <= 12'OC. UON. TC UNIF LL( 106.0)+DL( 14.0). 128.0 PLF 6'• MAXVERT <= 12"OC. UON. TO UNIF LL( 50.0 +DL(( 14.0)= 64.0 PLF 6'' 11.0" TO 12 11.0" V BEARING MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT BC UNIF LL( 0.04+DL( 40.0)= 40.0 PLF 0'• 0.0' TO 12'- 11.0" V LOCATIONS REACTIONS MAX HORZ RG DBRG AREA 5) - --- - 250.0)+DL( 70.0)= 320.0 LBS @ B'- 0.0' 0'- 1.0" -1711 1145V 491 OH 5.50' 1.63 KDDF ( 625) TC CONC Ll( 320.0 LBS @ 6'- 11.0" 10'- 11.0" -2211 1491 NOTE: 2x4 BRACING AT 24"OC UON. FOR TC CONC LL( 250.0)+DL( 70.0)= t, PECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED t. �_ ..................................... to � ,t 1 • TL.L1180 OVERHANGS: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIA DEFLECTION LIMITS: LL='- o1o40'Allowed = 0.100' OVERHANGS: 12.0" 0.0' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX VERTICALLL LEDLL 0.002"ONM '1 0.0' Allowed = 0.133" C For hanger specs. - See approved plans ANDNDTBM CHORD ORDCLIV FLR tSPAC LIOE LOAD. TOP MAX TL CREEP DEFL . -0.002" @ -1',_ 11.0 Allowed = 0,600" MAX LL DEFL . •0.692" @ CompuTrus, Inc 5 11 11 MAX TL CREEP DEFL = -0.103' @ 1' 11.0' Allowed = 0.133' Connector plate prefix designators: BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. C,CN,CIB,CN18 (or no prefix) . p 5 11 11 0-11-10 M,M20HS,M18HS,M18 MiTek MT seriesMAX HORIZ. LL DEFL 0.076' @ 12'- 5.5" 3.02-11 2-09 MAX HORIZ. LL DEFL = 0.076' @ 12'- 5.5' 3-02-11 0 11 10 NOTE:Design assumes moisture content does 2 09 320# 320# 12 not exceed 19rc at time of manufacture. 12 a 6.00 orms to n 6.00 M 4X6 • M 6X6 system andfcomponentsiandicladding criteria, CE Wind: 140 mph, hts), Enclosed,4Cat 2, Exp B,ASMWFRS(Dir), (All Heights), Ali C�A11 � load duration factor=l,6, Truss designed for wind loads M 3x5 in the plane of the truss only. M- PIM olb000... o ��■�S� M 3x6 M M 3x6 � y 10 1��, , 4'o el M 3X8 M 3x4 17 0 garill cls M 5x6or0000071 M 5x6 O **2X WEDGE W1(2) M-3X4 TYP. 4.00 D 12 12 4.00 12 3-01-04 1-11-04 2-11.08 2-05-08 2-05-08 2-05-08 8-00 1-00 2-05-08 12.11 1 00 to PROF- s Co 106 /0 Scale: 0.3975 S/l , NAME: POLYGON 4-B NH - Al �92e•PE J 0 B GENERAL NOTES,unless otherwise noted: the parameters shown end Is for an Individual WARNINGS: This design g compbased onent.only upon of design parameters and proper ...+S P peeesi designer. Ase""" doev 1,Builder and erectionbefore contractor should be advised of e6 General Notes 1'buildipeore Incorporation ofcomponent the design of the building d g , q" and Warnings construction must be Installed^Ce8• 2,Design assumes the top and bosom chords less brto be aced cab laterally braced laq th by 4REG�N� 44:..11 Truss Al 2.2x4 compression web bredng re whereshown n W e800 2'0.c.and at 10'o.c.respectively plywood sheathing(TC)and/or drywall C). >k ' 3.Is therm/ ry bracing ctto Ir.Additional stability p during Is the responsibilitynal temporary of or lateral bracing required where shown++ ,;� 1 �� �•�. of the erector. permanent bracingcontinuous sheathing such as DES. BY L� component until after se bracing and 4.4.Design assumes of truss Is the are po si/sect In h respective erros conmirooment, the overall structure Is the responsibility of the building designer. 3.2x Impact bridging DATE: 9!012 94 4.Noenesareld be mleteantoanyII iLfes }�� ntractor. fasteners are complete and at no time should any loads greater than and are for"dry condition"of use. SEQ. : 6052943applied to anyover an assumesst 8.Design assumes lull bearing at all supports shown.Shim or wedge If design loads be necessary. TRANS I D' 407654 5.CompuT n,has li control and component no reapo ole for the 7 Design assumes adequate drainage is provided. fabrication,handling,shipment and Installation of components. 8.Plates shall be located an both laces of truss,and placed so their center EXPIRES:12/31/2015 goes coincide wnh I°Int center Anes. S This design Is furnished subject to the Imitations set forth by a Digits Indicate size of plate In inches• 111111111IIII ITeIc U A In BCSI,copies of vH,ich ftwe ber furnished upon request. 196, 0 For basic connector plate design values see ESR-1311,ESR-1988(MRep IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII MITak USA,Ino./CompuTrus Software 7.6.6(1 L)-E 1E411This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TC: 2x4 KDDF CATION 22-00-00 HIP SETBACK 8-00-00 FROM END WALL BC: 2x6 KDDF k16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) IBC 2012 MAX MEMBER FORCES 4WR/D3-10x(1.00 WEBS: 2x4 KDDF STAND 1- 2=( 0) 50 2.10=( -872) 3317 3.10=( -99) 218 LOADING 2- 3=(-3837) 1063 10-11=(•1096) 3715 10- 4=( .33) 732 IC LATERAL SUPPORT <= 12'OC. UON. LL = 25 PSF Ground Snow (Pg) 3- 4=(•3761) 1069 11• B=( -872) 3317 10. 5=(•540) 353 BC LATERAL SUPPORT <= 12'OC. UON, TC UNIF LL( 50.0)+DL( 14.0)= 84.0 PLF 0'- 0.0" TO 8'• 0.0" V 4. 5=(-3345) 988 5.11=(•540) 353 TC UNIF LL( 125.0)+DL( 35.0)= 180.0 PLF 8'- 0.0' TO 14'- 0.0' V 5- 7=(•3761) 068 11-6-17=( -33) 732 IC UNIF LL 50.0)+DL( 14.0). 64.0 PLF 14'- 0.0" TO 22'- 0.0' V 6- 7'(-3737) 1069 7=(-100) 218 NOTE: 2x4 BRACING AT 24"0C UON. FOR BC UNIF LL( 0.0)+DL( 50.0 = 50.0 PLF 0'• 0.0' TO 22'• 0.0" 7. 8'(•3837) 1063 V 8. 9=( 0) 50 ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 486.7)+DL( 130.7)= 597.3 LBS @ 8'• 0.0" TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 14'- 0.0" OVERHANGS: 12.0" 12.0" BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOOCATIOONSS -509/ACTIONS 7SSZE IZ0REACTIONS0.1N KD(SPECIES� Connector plate prefix designators: REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET, 22'- 0.0" -509/ 2253V 0/ OH 5.50^ 3.61 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = Compu7rus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M,M20HS,M18HS,816 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, ICOND. 2: Design checked for net(-5 osf) 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 = -0.116' @ 14'- 0.0" Allowed = 1.054" MAX TL CREEP DEFL = -0.218• @ 14'- 0.0" Allowed = 1.408" 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" 7-11-11 T 6-00-10 7-11-11 NOTE:Design assumes moisture content does not exceed 18% at time of manufacture. T 3-09-15 4-01-12 Design conforms to main dwindforce-resisting 4-01-12 3-09-15 3-00-05 3-00-05 12 597.30# 4597.30# T system and components and cladding criteria. 6.00 M-5x8 M-5x8 12 Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-3x4 4 6,00 (All Heights), Enclosed, Cat,2, Exp,B, MWFAS(Dir), GO 5 load duration factor=1.6, '� 44,40 Truss designed for wind loads \ M.15x3M.1.5x3 theplane of the truss only. M-1.5x3 M O ot o10 11 o M 0. 5"-3x8 M-3x8 M-3x8 ; y y y 7-06-12 6-10-08 y 7-06-12 y 1-00 22-00 l y 1-00 JOB NAME : POLYGON 4-B NH - B5 �� PRO Scale: 0.2902 C.°. �igi sly B5 WARNINGS: GENERAL NOTES,unless otherwise noted: `27}+/"f Truss. 1.Builder and erection contractor should be advised of en General Notes 1.This design Is based only upon the parameters shown and Is for an individual ttt��f and Warnings before construction commences. building component.Applicability of design parameters and proppeer 4 /:PE 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building rlest ner. DES. BY: Lit 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Aill �.✓''�~ DATE: 9/8/2014 is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c,respectively unless braced throughout their length by the overall structure Is the responsibility of the building designer. continppueeous sheathing such es plywood sheathing(TC)and/or drywell(BC). ''''- "mprr - +�.1 SEQ. : 6052944 4.No load should be applied to any component until after all bracing end 4.Installation ct bof hues Is thor te responsibility of the where shown contractor. $ fasteners ere complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, OREGON Sr TRANS I D: 407654 design loads be applied to any component. and are for"dry condition"of use. //11 5.Compu7rus hes no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if /'0 1 r 1 4 2Q� ty'- fabrication,handling,shipment and Installation of components. necessary, 1 I IIIIII II 11111 11111 VIII VIII VIII IIII 1111 6.This design is furnished subject to the limitation set forth 7.Designlateshall be el adequate on ofc drainage Iogro ssed. p 1 TPIIWTCA In BCSI,copies of which will be furnished upon request. 6.lines coincide with joint cerate poesy of truss,end placed so their center M f-1 R I I-k• MiTek USA,Inc./Compu7rus Software 7.6.6(1 L)-E ,o.Ficicnopate snor bgits asic plate design values see E5R-1311,ESR-1988 Welt) EXPIRES:12/31/2015 This design prepared from computer input by IIIIIIIIIII�II PACIFIC LUMBER-BC TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WRIDDFICq=1,00 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 (Non-Rep) 1.2=( 0) 50 2-8=(-312) 1385 6-3=( -249) 1361 BC: 2x4 KDDF 41&BTR SPACED 24.0" O.C. 2-3=(-1631) 311 6-7=(-303) 1333 3.7=(•1590) 355 3.4=( -112) 106 7.4=( -120) 113 BC: 2x4 KDDF StANDR 3.4=( -10) 5 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) OVERHANGS: 12.0" Q•O' LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -225/ 1094V •581 152H 5.50" 1.75 KDDF ( 625) 8'- 0.0" -264/ 1268V 0/ OH 5.50" 2.03 KDDF ( 625) ** For hanger specs. • See approved plans ADDL: BC CONC LLADDL: BC CONC ( 322 .0)+DL( 219. 0)= 1541 .0 LBS @ 6'- 0.0" Connector plate prefix efx = Cos: 'COND. 2: Design checked for net(-5 son uplift at 24 'oc spacin0•I C,CN,CI8,CN18 (or no prefix)) = CompuTrus, Inc RIQIRD ENTSAOF DOES 012 ANDLY DU2 T2 NOT BENIAL VERTICAL DEFLECTION LIMITS: LL=L1240, TL=LI180 M,M20HS,M18HS,M16 = MiTek MT series pEOUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. MAX LL DEFL = 0.002" @ -1'• 0.0" Allowed = 0.100' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TLMAX EEP DEFL = -0.003' @ 4'- 0.0' Allowed = 0.354" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.036" @ 4'- 2.5" Allowed = 0.472' 4-04-04 3-04 0-03 T 2 MAX HORIZ. LL DEFL = 0.005" @ 7'- 6.5" MAX HORIZ. TL DEFL = 0.008' @ 7'- 6.5' 12 M-1.5x3 NOTE:Design assumes moisture content does 6.00 -/ not exceed 19% at time of manufacture. Design conforms to main windfarce"resisting g system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (lAll Heights),n fEnclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x6 Truss designed for wind loads o in the plane of the truss only. 0 4 o v ca m .4- PASid111/11111113 111 .7441a" I mD M-3x4 M-3x8 M-3x5 �1,20# 4541# y J, 0809- 4-02-08 3. y J• y 8 1-00 -00 ,i`t0 PRoFE'ss JOB NAME: POLYGON 4-6 NH - AG Scale: 0.4632 wc, `�' i/1piNe6 GENERAL NOTES,unless otherwise noted: 4 =921•P E r 17 WARNINGS: 1,Builder and erection construction ornu ct should be advised or all General Notes 1.This ilding design is Applicability ofd sign and pfor peenr Individual T r u s S: AG and Warnings before bracing mu commences. Incorporation of component Is the responsibility of the building designer. . 2.2x4 compression web bracing moat be Installed where shown*. 2.Design assumes the top end bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during conabudton 2•a.c.and at 10'o.c,reeppdNey unless braced throughout their length by `` - DES" BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as pod sheetNng(TC)andfor drywall(SC). QR.... 4 DATE 9/8/2014 the overall structure Is the to any responsibility of the building designer. 3.2x Impact bodging or lateral bracing reqof uired where shown n* 7,,,4_ ll v�o 4.No load should be applied to any component until after all bracing and 4.Design assumf e trusses is s are to be responsibility Inta noncorrosive environment, •vF ,p - design E Q. : 6052945 d fasteners are completee apple end at no timempo should any beds greater than and are for"dry condition"of use. Qt`' design loads be applied to any component. 8.Design assumes Na bearing at all supporta shown.Shim or wedge if L•�n`S �, TRANS I D' 407 654 5.Compal n,has no control over end assumes no responsibility for the necessary. CC rl M ' fabrication,de on,handling,shipment and Installationtof components. 7,Design assumes adequate drainage is provided. 8.This design is furnished subject to the Incitation sal forth by e.Plates shall be located on both faces of truss,and pieced so their center c� I IIIIII VIII VIII VIII VIII VIII VIII 1111 IIII MITekU SA,lnaSCompuTrUa ISoft'nare 7.8.6(10-E request. 10.Digin sic conn toroflate cutin aloes see ESR-1311,ESR-7988(olTek) EXPIRES: 2/31/ 01 5 This design prepared from computer input by' LUMBER SPECIFICATIONS PACIFIC LUMBER-BC IC: 2x4 KDDF #1&BTA TRUSS SPAN 6'• 0,0" BC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 2.40)0) 0q=1.00 TC LATERAL SUPPORT <= 12"0C. UON. SPACED 24.0"INGO,C. 1.2=( 0) 50 2.4=(0) 0 BC LATERAL SUPPORT <= 12"OC. UON. LOADING 2.3=(•42) 40 LL( 25.0)+DL( 7.0) ON TOP CHORD 32.0 PSF OVERHANGS: 12.0" 0,0" 0'- 0,0"DL ON BOTTOM CHORD = 10.0 PSF 6 / 2 V BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA 625 Connector plate prefix designators: TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN, (SPECIES) 048 7/ 470 5.50" 0.47 KDOF ( 625) 1'- 10.9" CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) M,M20HS,M18HS,M16 = MiTek MT series 6'- 0.0" 102/ 88V 08V / OH 1.50' 0.14 KDDF OH 1.50' 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. CO I. ' les_,: tec,ed o to -5 's r 1 t .t 4 'oc s.ac't, R BOTBOTTOM OMTCHORD DHCHECKED KIDEFORADSPSF LIVE LOAD. TOP MAX MLLLAL DEFLECTION LIMITS:-1'- 0.240, llowed80 1-11-11 DEFL = 0.002" @ 0.0" Allowed = 0.100" 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" 12 6.00% 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" MAX BC PANEL TL DEFL = -0.020" @ 3'- 3.8" Allowed = 0.333" 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, TCOL=4.2,BCDL=6,0, ASCE 7-10, lAll oad duration factor=1.6 Cat.2, Exp.B, MWFAS(Dir), Truss designed for wind loads m d in the plane of the truss only. 0 0 4 PA 0 .- o O� 2��11 M-3x4 100- 3114 1-00 'ARV DE LL :EA: 'Jts'2 3 4 6-00 JOB NAME: POLYGON 4-B NH - AJ1 Q,t0 PRp . WARNINGS: Scale: O,6854 Truss: q�1 1.Builder and ereetlon contractor should be advised of all General Notes GENERAL NOTES,unless othenv lie noted: Y /e/A, �`, and Warnings before construction commences. This design Is based only upon the sparameters ar shown and is foran Individual (,� hp "q 2.2x4 compression web bracing must be Installed where shown+. Incorpora tion of component is the responsibility of the building designer. 72 P E S` DES. BY: LJApplicability of design paramete send proper 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at DATE: 9/8/2014 is the responsibility of the erector.Additional permanent bracing of 2'o,c.and at 10'o.c.such a respectively unless braced throughout their length by the overall structure is the responsibility of the building designer, continuous sheathingor such as q S E Q" : 6052946 4.No load should be applied to any component until after al bracing and 4.Iostallaaonbridgintruss le the ereaprra plywood required the where he Cand/or contractor. 9C). ' , h. fasteners are complete and at no time should any bads greeter than 5.Design assumes trusses are to be used in a non-corrosive environmuse. ent, -It_ "� TRANS I D: 407654 design loads be applied to any component, for � r AL 14.....,...-nrim 5.CompuTrus has no control over end assumes no responsibility for the and ggneassumescfulll bearinondition"g at all supports a fabrication,handl 8.Design g pporh shown.Shim or wedge If �i I 1111111111111111111111111111111111 ng,shipment and e,mct bon of components. necessary. �i� T�r 4 rL�R .L` S.This design la furnished subject to the limitations set forth by 7.Design assumes adequate drainage is provided. iJ �'+C TPI/WTCA In BCSI,copies of which will be furnished upon request, H.Platesscoincide bewith joint cent both Pneae of truss,and placed so their center �� ``„ MITak USA,Inc./CompUTrua Software 7.6.6(1 L)-E 10.DForts basicse ple plate In values sea ESR-1311,ESR-1988(MITe10 EXPIRES;12/31/2015 This design prepared from computer input by PACIFIC LUMBER-BC 111111This 2012 MAX MEMBER FORCES 4WRIDDFICq=1.00 TRUSS SPAN 12'- 11.0' 1- IB( 0) 50 E. ER(FORCE 1520 DD 3=(-106) 554 LUMBERSPECIFICATIONSKDD #16BTRLOAD DURATION INCREASE = 1.15 2- 2=( 1720) 474 7- 7=(-423) 1268 3- 3=(-1O6) 302 TC: 2x4 KDDF 816BTR SPACED 24.0' 0,C. 2. 30( -716) 176 8- 8=(-353) 1282 8- 8=( -51)7 353 BC: 2x4 KDDF Nl&BTfl 4- 5=( •717) 190 9- 8=(-415) 1536 8- 5'(-704) 560 WEBS: 2x4 UDE STAND LOADING 5- 8=(-1742) 483 298 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12'0C. UON, BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSFTOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA LBEARINGS MAX VIRTS REACTIONSSIZE MIN. (SPECIRE) *" OVERHANGS: 12.0' a.p" LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -1101 667V -56/ 6411 5.50'46 5.50' 1.07 KDDF.07 KDDF ( 625) 12'- 11.0' •641 541V 0/** For hanger space, - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Connector plate prefix designators: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. COND. 2: Desi n decked fa net -5 sf (1.11 t at 24 "oc s act C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc VERTICAL DEFLECTION LIMITS: LL=L1240, TL=L1180 M,M20HS,M18HS,M18 = Mi7ek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002' 8 -1'- 6-05-08 6 05 08 0.0' Allowed = 0.133' MAX TL CREEP DEFL = -0.003' @ -1' MAX TLM1 CREEP DEFL = -0.088' @ 6'- 5.5' Allowed = 0.800' 3-08-08 2-09 MAX HORIZ. LL DEFL = 0.042' @ 12'• 5.5' 2-09 3-08-08 MAX HORIZ. TL DEFL = 0.068' @ 12'- 5.5' 12 NOTE:Design assumes moisture content does 12 lI 4.0" 4 6.00 not exceed 19'e at time of manufacture. 6.00 4.0° Desi n conforms to main windforce-resisting 4f system and components and cladding criteria. ��\ Wind: (AllmHeights),BEnciosed,4Cat.2, Exp B,ASCE MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads 111111 M 3x4 in the plane of the truss only. M-3x4 e�' p�� e� M-3x4 M 3x4 e M 5x6 0 co l M-5x6 M-3x8 R,� 4o o002„, IN, *.6 0 o `' **2X WEDGE o W/(2) M-3X4 TYP. 4.00� 12 - 4.00 12 12 2-05-08 3-10-04 4-01-12 2.05-08 1-00 2-05-08 8-00 2-05-08 1-00 12-11 �,D PR QFC ��� ss 4-B N H - A2 Scale: 0.4089 (]/5/17"-6> JOB NAME: POLYGONunless otherwise noted: :92®SPE �' GENERAL NOTES, WARNINGS: ill� building component.ponApplicabilitytlathe of design parameters end proper 1.Builder and erection contractor should be advised of all Oenerel Notes 1.This design is based only upon the parameters shown and Is foran individual and Warnings before construction commences. Incorporation of component la the t design of the building designer. die esslon web bredng must be instated where shown+• 2.Design assumes the top and bottom chords to be laterally braced atnpt Truss: A2 2'zx4 C0 bracing to insure stability during nonshuctlon 2'o.c.end at 10'u.e.respeetively unless braced throughout a iywell(SC)by OREGON t, �� 3.is the resp temporarycontinuous sheathing such es plywoodunle sheathing(TC)) q8 DES. BY the o ers5 structure isf the erector.espnAdditionaltperbuildingmanent liming of �� /� �� DATE 9/8/2014 No load applied responsibility comp of the e designer.s 3.to Impact bridging s te lateral bring requiredofwhere shown*+ 1 5.Design assumes Wares areto be used in a noncorrosive environment, 4.No load ahouid be appged to any component until after all bradng and 4.Installation of truss is the responsibility of the respective contractor. desigfasten are complete end at no time should any bade greater than and ere for•dry full b on'of use, 1:��y`��. S E Q. 605 2947 design loads be applied to any component 8.Design assumes foe bearing at all supports shown.Shim or wedge if S r't TRANS I D• 407654 5.CompuTrus,has no handling,shipmentpl over and assumes no responsibility for the 7 necessary.assumes adequate drainage Is provided. • Thisce ig,issubject and Ie Imitaan of components.forth by B.Plates shell be located on both faces of truss,end placed so their center 8.This design in furnished I,copies ofwtohich the it be turn set filo lines cdndde with Joint center Sues.s. EXPIRES:12731/2015 I IIIIII VIIIIIIII VIII VIII VIII IIIA 1111 IIII MITTok SA,IncJCompuTrue Software 7.6.6(1L)-E request. 9.For basic connecto rplete design values see EBR-1311.ESR-19E8(MiTek) Ill/II This design prepared from computer input by LUMBER SPECIFICATIONS PACIFIC LUMBER-BC TC: 2x4 KDDF #1&BTR TRUSS SPAN 8'- BC: 2x4 KDDF ki&BTR LOAD DURATION INCREASE 0.0' 1.15 WEBS: 2x4 KDDF STAND SPACED 24.0' O.C. IBC 2012 MAX MEMBER FORCES 4WR(DDF(Cq=1.00 1-2°( 0) 50 2.6=(-40) 99 6-5=( 0) 18 IC LATERAL SUPPORT <= 12+OC. UON. LOADING 2.3°(-182) 25 5-7=(•90) 209 5.3=( 0) 45 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 3-4°( -23) 30 3-7°(-215) 93 OVERHANGS: ORT DL ON BOTTOM CHORD = 10.0 PSF 0.0" TOTAL LOAD = 42.0 PSF OCATIOG MAX VERT MAX HORZ SIG REQUITED SPG(SPECIES)ES ConnectorVEHplate prefix designators: LOCATIONS REACTIONS4REACTIONS7H SIZE 0.55 ( 6 C,CN C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -57/ 98V3V 14/ NOH 5.50" 0.55 KDDF ( 825) M,M20HS,MiBHS,(or = Mprek MT aeries LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 3 _- 10 9" 85/ 78V 0/ OH 1.50' 0.12 KDDF ( 825) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 6 0.0" 0/ ed 0/ OH 5.50" 0.16 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERCOND, 2: Desi. checked for net -5 'sf u+lift at 24 "oc s+acin., AND BOTTOM CHORD LIVE LOADS ACT IVE-LOAD. TONTLY, 3-11-11 MAX TLLADEFL L FLECOI002ON LI@ITS; LL=o/0240,Allowed BO 0.100' MAX TL CREEP DEFL = •0.003" @ -1'- 0.0' Allowed = 0.133' AX LL DEFL . 12 MAX TLMCREEP DEFL = -0.013.8" Allowed 0.226" 04" @ 2'- 3.8" Allowed = 0.170" 6.00 MAX Ll DEFL = 0.000" @ 4'- MAX TL CREEP DEFL = 0.000' @ 4. 9.8' Allowed = 0.078+ 9,8' Allowed 0.105" MAX HORIZ, LL DEFL = -0.005' @ 4'- 9.8" MAX HORIZ. TL OEFL = 0.008" @ 4'- 9.8" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce•resisting M-4x6 co system and components and cladding criteria. Wind: 140 mph, h=20,2ft, TCDL=4.2,BCDL=8.0, ASCE 7-10, i i i i i Of (All Heights), Enclosed, cat.2, Exp,B, MWFRS(Dir), load duration factor=1,6, Truss designed for wind loads o in the plane of the truss only. c o 4� m o M-3x4 0 ��� V-3x4 M-3x4 M-3x5 2.03-12 0-01.12 2.04-04 1-02.04 1-00 2-05-08 6-00 3-06-OB PRIVIDE U _ BE R • s•2 , 7 JOB NAME: POLYGON 4-B NH - AJ2 � ','o PRO, WARNINGS: Scale: 0.5954 ,! ///yyy��_ Truss: q�2 1.Builder and erection contractor should be advised of all General Notes GENERAL NOTES,unless otherwise noted: C` . ig/t /92 and Warnings before construction commences. 1.This design is based only upon the parameters shown and Is for an individual r 111/ /- 2.2x4 compression web bracing must be Installed where shown+, Ibncorporation con Applicability is ereaeonalWerametere and proper - .7,920/PE,►° . r DES. BY: LJ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally bracedatJh Is the responsibility of the erector.Additional permanent bracing of responsibility of the building designee /� DATE: 9/8/2014 2'o.c,and at 10'o.c.respectively unless braced throughout their length by the overall structure is the rectoreAddlffo/the building designer. continuous sheathing such as g SEQ. : 6052948 4.No toed should be applied teeny component unci ane:de bracing and 4.Installation of truss la the rasionplywoodily of the respective contractor.ctII(BC). �r rte" . ► 3.2x Impact bridging or lateral bracing required where shown++ !f. TRANS fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, all I D: 407654 design loads be applied to any component �� �f QREGOh1 S.CompuTrus has no control over and assumes no responsibility for the and Design for fulldbeariof fause. ell supports '7 fabrication,handling,shipment and installation of components. 6. g shown.Shim or wedge if 111111111111111111111111111111111 S This design is furnished subject to the imitations set forth by necessary, p 7 4 20� ns'\ TPI/WTCA In BCSI,copies of which will be furnished upon request. 9.Ines cco coincide with Joint center lineae lot truce Band placed so their center it ppit ,S''C MITek USA,Ina/CompuTrus Software 7.8.8 1L-E 9.Digits Indicate size of plate In inches. v ( ) 10.For basic connector plate design values see ESR-1311,ESR-loge(MITek) EXPIRES:12/31/2015 This design prepared from computer input by PACIFIC LUMBER-BC IIIIIIIIIII�'I IBC 2012 MAX MEMBER FORCES 4WRIODF/Cq=1.00 TRUSS SPAN 6'- 0.0" 1.22( 0) 50 E-BE(-FORT 198 B-5=( 0) 18 LUMBERTC : SPECIFICATIONSKDD1,BTRLOAD DURATION INCREASE = 1.15 1.2=(•260) 62 2.6=(-126) 424 6.5 ) 0 0) 218 2. 51 t 2x4 KDDF BTR SPACED 24.0" O.C. 2.3=( -66) 43 BC: 2x4 KDDF #16BTR 73 LOADING WEBS: 2x4 KDDF STAND BEARING MAX VERT 'MAX HORZ BRG REQUIRED BOG AREA LL( 25.0)+pL( 7.0) ON TOPA CLORD = 42.0 PSF TC LATERAL SUPPORT <= 12'OC. UON. (DON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIE S) TOTAL LOAD 42.0 PSF 0'• 0.0' .56/ 381V -22/ 107H 5.50' 0,24 ROOF ( 625) BC LATERAL SUPPORT <= 12"OC. UON. 4'• 9.8' 0/ 148V 0/ OH 5.50' 0.18 ROOF ( 625) OVERHANGS:oneco12,e' gna LL = 25 PSF Ground Snow (P9) 5'- 11.1' -51/ 110V 01 Connector plate prefix efx)natCompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,C2OHS, 1RHS (or no MiTek prefix) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, COND. 2: D kedDEFfor TIONtLI5ITSf LL=L1240u.1 ft atTl4Lj180s ac M,M20HS,MiBH9,M18 = MT series MAX VERTICALLL DEFL TION2' @ -:'- L0.0'!24 Allowed 0 0.100' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, MAX TL CREEP DEFL = -0.003' @ -1'- 0,0" Allowed = 0.13 MAX LL DEFL = 0.018" @ 2'• 3.8' Allowed = 0.254' MAX TL CREEP DEFL = -0.026' @ 2'• 3.8' Allowed = 0.339' 5-11-01 MAX HORIZ. TL DEFL = 0.017' @ 4'• 9.8' 12 NOTE:Design assumes moisture content does 6.00 not exceed 19% at time of manufacture. Design conforms to main windforce•resisting system and components and cladding criteria. I Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), r load duration factor=l.6, M-4x6 Truss designed for wind loads a in the plane of the truss only. . ...iiiion.....16.1.ffli.r. ..__A N o M-3x4 o 4mj o v O "' h 3x4 M-3x4 M-3x5 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 4 SOD PROFF NH - AJ 3 Scale: 0.5450 '��%/5/J ©ir- JOB NAME: POLYGON 4-B � 2.�PE GENERAL NOTES,unless otherwise noted: 1NARNINGB. upon the parameters shown and Is for an individual building component.Applicability of design parameters end proper 1.Builder and erection construction be advised of e6 General Notes 1.This reom of basedonly the design par of the building designer.and Warningscompression before mustcbe instatedences. `�� _. ession web bredng be Installed where shown+. 2.Design assumes the top and bottom chorda to be laterally braced at 4,41100, Truss: AJ 3 3.Ad comar re bradng to Insure stability during construction 2'o.c.end at 10'o.c.respectively unless braced throughout their length OREGON �� 3.Is the responsibility temporary continuous sheathing such as plywood shhe Nwhere shown*+ DES. BY: thehe er N structure is the erector.Additional permanent eredng of ��� 4k. morehule the responsibilityanyommp of the building designer.11brn 3.4.In tallae o bof truss odging or thelatere pbredng required4 DATE: 9/8/2014 4.No load should be tippled to any component until after al bredng and 5.Design for"dr condition" ere beusedofn anon non-corrosive emironmsnt, Iiss dfesign to ereds applied and at no mpo should any beds greater than and are for"dry condltlon'of use. "... ti-��. TRANSSE , : 605 2949 design loads be applied to any over nassumesL 8.Design assumes NII bearing at all supports shown.Shim or wedge It 407654 5.CompuTnre has no control and no responsibility for the necessary. TRI D: fabdce design handrng,shipment and installation of components. 7.Design assumes adequate drainage is provided. S.This WIIWTCA In aceta,copies of which wIll be Nrnishedtione set upo quest. 9. es indicae aimloi pl Irth by 8.Plates shall be located one In I cess ol�.,and placed so their enter EXPIRES.1 131/2015 IIIIIIIVIIIVIIIVIIIVIIIVIIIVIIIIIIIIIII MITekUSA,IEC.ICompuTfueSoftw�re7.6.6(1L)-E For basic connector plate design values see ESR-1311.ESR-19S8(MITep Illillllilllll This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TC: 2x4 KDDF TRUSS SPAN 22'- 0,0' BC: 2x4 KDDF #168T0 LOAD DURATION INCREASE = 1.15 1- 2-( 0)IB502012- 9.(-476) 2794 3-(-124) 9811 14. 6=(-37) 153 WEBS:: 2x4 KDDF STAND SPACED 24.0' 0,C. 2- 3=(-3167) 585 9.10=(-411) 2348 3.10=(-884) 206 TC LATERAL SUPPORT <= 12°OC. 000. LOADING 4- 5=(-13- 142) 303 I2-349 12=( 209) 1469 10- 297 187 BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-4- 6=(-1150) 293 12-14=( •9) 51 14.13=( 0) 75 DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(•1519) 311 14- 7=(-229) 1272 13- 5=(•137) 727 OVERHANGS: 12.0" 12.0" TOTAL LOAD 42.0 PSF plate 7- B-( 0) 50 13.14=(•219) 1230 C�CNeCiB CN18 (orrnoiprefixjnetCompuTrus, Inc LL = 25 PSF Ground Snow (P91 13- 6=(-355 157 M,M20HS,,CN1S,(orM16 = MiTekprMT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS0'- 0.0 -156/ 1038V -108/IONS ACT108H 5.50° 1.86N KDDFP(C625) 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 spacino.l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 11-00 MAX LL DEFL 0,002" @ -1'• 0.0' Allowed = 0,100" 11-00 MAX TL CREEP DEFL = -0.003' @ -1'. 0.0' Allowed = 0.133" 2-09 4-01-08 4-01-08 MAX LL DEFL = •0.089• @ 6'- 8.8° Allowed = 1.054" t2 5-00-02 5-11-14 MAX TLCREEP DEFL = 0.002' @ 23'- 0.0' Allowed = 0.100' 6.00 7 12 fff MAX TL CREEP DEFL = -0.003' @ 23'• 0,0" Allowed = 0.133" 11M-4x4 4.0" Q 6,00 MAX HORIZ, LL DEFL = 0.057" @ 21'- 6.5" 5 ,•--7 MAX HORIZ. TL DEFL = 0,096' @ 21'- 6.5" 444441NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. M-3x4 Design conforms to main windforce-resisting system and components and cladding criteria. o M-3x4 Wind: 140 mph, h=21,9ft, TCDL=4,2,BCDL=6,0, ASCE 7.10, 4•t load duration factor=1.6 Cat.2, Exp.6, MWFRS(Dir), M-3x5 Truss designed for wind loads yam_ in the plane of the truss only. o M-3x5 - o �� M 5X6 10 0 131, o M-3x4 O O R T M�1125x3 14 O **2X WEDGE =M-4x4 M-3x4 O W/(2) M-3X4 TYP. M-5x8 -.:214.00 12 y y ,I, J• y 2-05-08 4-01-08 3-10-08 0-06-08 5-00-02 y J. y y 1, 5-11-14 1-00 2-05-08 8-00 y y J,i, 11-06-08 1-00 J. y 10-10-04 0-04-12 11-01-12 y 1-00 22-00 , y 1-00 JOB NAME: POLYGON 4-6 NH - BV3 's,9,CO PROA. Scale: 0.2512 �CJ ,a(',IN�/ S�� WARNINGS: GENERAL NOTES,unless otherwise noted: )p ,by '�'' Truss: BV3 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 n o p 9 and Warnings before construction commences. building component.Applicability of design parameters and proper 7G �1 [' C' 2.204 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. //r L DES. BY: LD 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DATE: Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 9/8/2014 the overall structure Is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or d A�r�o SEQ. : 6052951 4.No load should be e any component3.2x Impact4. bridging or lateral bracing required where shown+rytor. `ime" fasteners are complete at no time should any keds greater than and 5.Design assumof esstrulssthe s are to beusetl inthe a non-corrosive environment, r� TRANS I D' 407654 design loads be applied to any component. and are for"dry condition"of use. 3'4. ,p�CIR 4 a ((f • 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 2Q� fabrication,handling,shipment and Installation of components, 7.Design assumes adequate drainage Is necessary. provided. I IIIIII ILII VIII VIII VIII VIII VIII IIII IIII 6 TPINVTCThis A Inn sBCSI,gPUTrUS So/lwares of which will be f 7.6.6(1 L)Efurnished subject to the Ihritalions set forth�quest. 10 Dgigls °cae wiall be l joint center ppla a in inn elveocated on both faces s ee ESR-731truss,and �ESR?1968 eniTe p p t 1 r7 rl1L�•� (M MITek USA,Inc./Com 8 ForDigits basic icicon size plate den inches. k) EXPIRES:12/31/2015 This design prepared from computer input by PACIFIC LUMBER-BC IIIIIIIIIIIIII IBC 2012 MAX MEMBER FORCES 4WRIDOF1Cq=1.00 TRUSS SPAN B'- 0.0" R2F(R) 50 2.R/DDF 0 LUMBER: SPECIFICATIONSKDD18,BTRLOAD DURATION INCREASE = 1.15 1-2-(U) 61 BC: 214 KDDF N16BTR SPACED 24.0" 0.C. BC: 2x4 KDDF MISBTR LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BUG AR TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DLEA 7.0)OON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF p'. 0.9' 1391 286V •0/ SOH 5.50" 0.46 ODE ( 625) TOTAL LOAD = 42.0 PSF 1'- 10.0' -69) 136V 0/ OH 5.50" 0.22 KDDE ( 625) OVERHANGS: 12.0' 0.0' 8'- 0.0" 01 64V 0/ OH 5.50" 0.10 KDOF ( 625) Connector plate prefix desMTnsere: LL = 25 PSF Ground Snow (P9) C,CN,C18,CN18 (or no prefix) = Compu7rus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (COND. 2: Des1G0 Checked for net(-5 osfl uplift at 24 "oc Spacing. M,g20HS,M18HS,M16 = MOO MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L1240, TL=L1180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0,100" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.002' @ -1'- 0.0" Allowed = 0,100' AND BOTTOM CHORD LIVE LOADS ACT NON•CONCURRENTLY. MAX TC PANEL LL DEFL = 0.002' @ 1'• 0,0' Allowed = 0.097" MAX TC PANEL Ti DEFL = -0.005' @ 1'• 1.5' Allowed = 0.145' MAX BC PANEL TL DEFL = -0.075" @ 4'• 4.8' Allowed = 0.467' MAX HORI2. TL DEFL = 0.000" @ 1'- 10.9' 1-11-11I 1 NOTE:Design assumes moisture content does not exceed 1906 at time of manufacture. Design conforms to main windforce-resisting 12 system and components and cladding criteria. 6.00 Wind: 140 mph, h=19.7ft, TCDL=4.2,BCOL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. '4 nr o CI 4 - ><...4v - o� 0 M-3x4 y J, 1-00 y ! /IDE FULL BEARING.dts;2 3 41 8-00 ckto PR Ops,S NAME: POLYGON 4-B NH - BJ1 Scale: D.6°°' �0, ' g%gyp >°.� JOB ,/PE r 4. WARNINGS: GENERAL NOTES,ands otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This building component.onlyApplupon my of parameters shown and and for proper aaen Individual r,,' Truss: BJ 1 and Warnings before construction commences. incorporation of component is the responsiblety 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 �,,s',�, !'- 3.Additional temporary bracing to Insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their lenpth by QR EGON �`'� DES. BY: LJ continuous sheathing such asplywood sheatNng(TC)and/or drywall(BC). is the responsibility of the erector.Additional permanent bracing of where shown++ the overact structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required of 7.‘"�� DATE: 9/8/2 4.No toed should be epteed to any component anal alter act bracing ed 4.5.Installation sign assumes trusses are s Is the to beulsed Into non-corrosive environment, X47 �'��r P SEQ. : 6052952 design to are complete to at no o should any bads greater than end are for"dry condition"of use. 'Wept deelgn loads be apno can to any component. 6.Design assumes let bearing at at supports shown.Shim or wedge if 'W`n p y i TRANS I D' 407 654 5.Compu i rut hes no control over and assumes no responsibility for the necessary. n 1 fabrication,handling,shipment ed installation of components. 7.Design assumes adequate drainage is provided. S.This design is famished subject to the irritations set forth by 9.Plates shell be located on both faces of truss,and placed so their center v❑ VIII VIII VIIIIIIIIIIIII VIII IIII IIII MITeR SA,lnc./CompuTfelch will be Software furnished n request. cide with joint center Ines. UlFnrb lsiciconectorsize of piste design valate in ues see ESR-1311,ESR-1986(Welt) EXPIRES:12/31/2015 1111111 This design prepared from computer input by LUMBER SPECIFICATIONS PACIFIC LUMBER-BC TRUSS SPAN 8'- IC: 2x4 KDDF #18BTA BC: 2x4 KDDF #18BTA LOAD DURATION INCREASE 0.0' 1MAXBER FORCES 4WR/DDF/Cq=1,00 ,15 SPACED 24.0" O.C. IBC 2012 ME TC LATERAL SUPPORT <= 12.00, UON, 1.2=( 0) 50 2.4=(0) 0 ING BC LATERAL SUPPORT <= 12°OC. UON. 2-3=(•59) 61 LL( 25.0)+DL( 7.0)LONOTOP CHORD = 32.0 PSF OVERHANGS: 12,0' p,g• DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA Connector plate prefix designators: TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS C,CN,CI8,CN18 (or no prefix 0'• 0,0• -43/ 357V REACTIONS1SI50' 0.57N KDDFP(C625) Connector plate = MiTek MT designators: Inc LL = 25 PSF Ground Snow (Pg) 3'• 10,9' series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL -149/ 139V 0/ OH 1.50" 0.22 KDDF ( 625) 8 0.0" 0/ 70V 0/ OH 5.50' 0.11 KDDF ( 625) COO. 2: Des . c ec,e, •r et -5 •sf u•li a "o sraci ", REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM OMTCHOCHORD DHCHECHECKED IDEFOR ORA1OPSF LIVE•LOADVE LOAD. TONTLY, MAX TLCREEP DEFL = -0.003'VERTICAL DEFLECTION LI ITS: LL=L/240, TL=L/180 MAXTOP -1'- 0.0' Allowed = 0.133" MAX LL DEFL = 0.000" 0' - 0.0" Allowed = 0.173' 3-11-11 BC PANEL LL DEFL = -MAX0,0" Allowed = 0.178' MAX TC PANEL TL DEFL = -0.026' 2'- 6.6' Allowed = 0,350' MAX BC PANEL TL DEFL = -0.111' 2'. 4.8" Allowed = 0.467" 12 4'- 4.8" Allowed 0.467" 6.00 7 MAX HORIZ, LL DEFL = -0,000" @ 3'- 10.9• MAX HORIZ. TL DEFL = •0,000' @ 3'- 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, 0Wind: 140 mph, h=20,2ft, TCDL=4,2,BCDL=6,0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 CO N O d RI O M-3x4 ��4 1-00 8.00 JOB NAME: POLYGON 4-B NH - BJ2 v, ,0PR0E6. WARNINGS: Scale: 0.6001 t_� IpIN. t� Truss• BJ 2 1.Builder and erection contractor should be advised of all General Notes 1. ased J A.- %/ u�� ' and Warningsra before construction commences. GENERAL NOTES,unless otherwise noted: pe ters shown and is tor an 2.204 compression web bredng must be Installed where shown+, Incorporation of component upononly s theresponsibility aof the building designer.Individual 1'L/ DES. BY: building component.Applicability of design parameters and proper (92���/rrr*PE `I- LJ 3.Additional temporarybracing to insure stebiatyduring consSuoti0: 2.Design assumes the top and bosom chords to be laterally braced at 4,0 DATE• 9/8/2014 to the eraponalWnty of the erector.Additional permanent bredng of f _ the overall structure is the responsibility of the building designer. 2'o.c,p and at i°'onp resphe ey unless braced throughout heir len t�h by et S E Q• : 6052953 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility ofthe Nrespective contractor.gg R 3.2Impactofbridging iimplio or th erel bredng required whore shown+ryC). ,/!iRr!- S SE Q, :S fasteners are complete and at no time should any beds greater then 5.Design assumes Susses are to be used In a noncorrosivse. e environment $ I D: 407654 design loads be applied to any component. r �� OREGON 5.CompuTrua has no control over and assumes no responsibility for the and Designgassumes full beefing at all supports shown.Shim or wedge if i` fabrication,handl) 6. I IIIIII VIII VIII 111111111 III VIII VIII VIII IIII 1111 ng shipment andcothe limitations of components. nte. necessary. �� 14 �� h�� 6.This design Is furnished subject to the pmltetlono set forth byC• TPIIWTCA in SCSI,copies of which will be furnished upon It lines Design assumesadequate drainage is provided. R.Plates c mail be located on both faces of truss,and placed so their center n MITek USA,Inc/CompuTrus Software 7.8.6(1 L)E request. Imes coincide wJoint center Anes. ,0 R�LI„ 9,Digits Indicate size of plate In inches. 10.For basic connector plate design values see ESR-1311,ESR-181:111(MiTek) EXPIRES:12/31/2015 This PACIFIC LUMBdesign prER-eparedBC from computer input-by IIIIIIIIIIIIIIIBC 2012 MAX MEM82R(FORCES 50 2W4 �(0)Ip= 1.00 TRUSS SPAN 8'- 0.0" 2.3=(•93) 73 TCMBER 4PECIFICATIONS LOAD DURATION INCREASE = 1.15 TC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. BC: 2x4 KDDF N1&BTR LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+Dl( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) DL ON BOTTOMANCHORD 10.0 PSF 0'- 0.0" 491 422V -22/ 108H 5.50' 0.67 KODF 1.50" 0.27 KDDF ( 625) BC LATERAL SUPPORT <= 12"OC, U" TOTAL LOAD = 42.0 PSF 5'- 10.9' -125/ 4122V 0/ g'- 0.0" 0/ 82V 0/ OH 5.50" 0.13 KDDF ( 625) OVERHANGS: 0.0 onecor1p.e' gna LL 25 PSF Ground Snow (Pg) t' r r r:._,t to t. Connector plate prefix designators: LL Inc C,CN,C18,CN18 (or no prefix) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L01040 Allowed 80 0.100" M,M20HS,M18HS,M18 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX LL DEFL = 0.002' @ :1,- 0.0" Allowed = 0,133" MAX TL CREEP DEFL = -0.003" @ 0.0' Allowed = 0.078" BOTTOM CHORD CHECKEDIFOR 1SPAC LIVE LOAD. TOP MAX LL DEFL 0.003" @ 0 0.0" Allowed = 0.105' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = 0.000" @ 0'- MAX TO PANEL LL DEFL = 0.088' @ 3'- 2.2' Allowed = 0.395" 5-11 11 MAX BC PANEL TL DEFL = -0.149' @ 4'- 1.4' Allowed = 0.467" MAX HORIZ. LL DEFL = -0.000' @ 5'• 10.9' MAX HORIZ. TI. DEFL = -0.000" @ 5'- 10.9' 12 NOTE:Design assumes moisture content does 6.00 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 0system and components and cladding criteria. Wind: 140 mph, h=20,7ft, TCDL=4.2,BCOL=8.0, ASCCEF7.10, ), lAll oad duration ffactor=lab Cat.2, Exp.B, Truss designed for wind loads Nr in the plane of the truss only. c%o . ►�4 C M-3x4 1.QO rn c aw t RPARING'Jts'2.3.4] 8-00 �Q`.O PROFESS Scale: 0.5751 �-fs� JOB NAME: POLYGON 4-B NH - BJ3 1.114/:;11;;;711#"V717 SPE GENERAL NOTES,unless otherwise noted: WARNINGS: :� ... . building component.component is responsibility parametersed only upon the shown and Is for an and proper 1.anWarningser anderection contractor on co be advised ed of as General Notes 1• ucorng compof Is thetyof designesgbmN ofm the banding designer.and mpress before construction commences. t :r/'.wpw,- - - �. Truss: BJ 3 2.2x4 compression web bracing must be Installed where shown+. 2.Design assumes the lap and bosom chorda to be throughout braced e 3.Additional temporary bracing to insure stability during construction 2'o.c.and et 10'o.c.respectively unless braced throughout their lerh by - �`,,,, -. Is the respe ello9ly of the erector.Additional permanent bracing of continuous sheathing such as plywood sheatNng(TC)and/or drywall C). OREGONW DES. BY" (Jelblg of the building designer. 3.2x Impact bridging or lateral breg required thed where shown contractor. -74.. �"' � �,� V �� the overaa structure is the responsibility g DATE' 9/8/2 9 5 4.No load should be complete en to any component until after all bracing and 4.Installation of truss is the responsibilityV and at no lime should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, and are for"dry condition"of use. L`'Y'l b y�1„ C/� fasteners are e.Design assumes full bearing etas support shown.Shim or wedge if rR R SL`l• : 6052954 Comp Trus hasbe noapontred oaverny andanent. necessary. TRANS I D: 407654 5.C design loads no control war and component. no responsibility for the 7.Design assumes adequate drainage Is ravlded. fabrication,isifurnished shipmentand Installation limitations of components. a.Plates shall be located on both faces of truss,end placed so their center EX�fRES•,1213112O15 8.This design is famished subject to the beret etlona set forth by pose coincide with Idnt center Anes. III 11111110 III VIII VIII(IIII VIII IIII IIII TpIANTCA In SCSI,cadw at which will be famished upon request. U Dlogibeala connedo relate desiign values see ESR-1311,ESR-1985 AliTep I IIIIII II MITek USA,Inc./CompuTrus Software 7.8.8(1 L)-E196. ' 1E1111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0' TC: 2x4 KDDF 618BTA BC: 2x4 KDDF A186TR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 4WR/DOF/Cq=1.00 SPACED 24.0" O.C. 1.2=( 0) 50 2.4=(0) 0 TC LATERAL SUPPORT <= 12'0C. UON, 2-3=(-127) 92 BC LATERAL SUPPORT <= 12"0C. UON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRES BAG AREA OVERHANGS: 12.0" 0.0' DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. Connector plate prefix designators: TOTAL LOAD = 42,0 PSF 0'- 0.0" -56/ 480V -29/ 139H 5,50" 0.77 KDOFP(C625) Conner B,CN18 (or no prefix) = ors: rus, Inc LL = 25 PSF Ground Snow (Pg) 7'- 9.2' 0/ 101V 0/ OH 5.50' 0.16 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series 7'- 11.7° -94/ 218V 0/ OH 1.50" 0.35 KDDF ( 625) LIMITED REQUIREMENTSAOF GE IBCS2012 ANDT LIRCU2012 NOT BEINGE TO THE AMET. L ICOND. 2: Design checked for nett-5 put) uplift at 24 'oc spacing,] VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, TLMAX LL DEFL = 0.002" @ -1'- 0.0' Allowed = 0.100" MAXMAX TC PANELEEP 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' 1. 1 12 -V MAX HORIZ. TL DEFL = -0,001° @ 7'- 10.9" 6.00 I7 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=l,6, Truss designed for wind loads c in the plane of the truss only. 4 m 9,s- 4 o/ AM o� � M-3x4 4�� 1, ) 1-00 (PROVIDE FULL BEARING:Jts:2,4,31 8-00 y JOB NAME : POLYGON 4-6 NH - 6J4 <�t0 PRpAS Scale: 0.5376 / �fO WARNINGS: GENERAL NOTES,unless otherwise noted: `I�'f rby 4:17 Truss: p J 4 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual ((9 2yy D and Warnings before construction commences. building component.Applicability of design parameters and proper 7.92, P E 1�- 2.2x4 compression web bredng must be Installed where shown 4.. Incorporation of component Is the responsibility of the building designer. DES• BY: LJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at / DATE: 9/8/2014 is the responsibility of the erector.Additional permanent bracing of 2'o,c.and at 10'o.c.respectively unless braced throughout their length by SEQ. the overall structure Is the responsibility of the building designer. continuous2xImppactbri bridging or such as bracing cured where sho drywell(eC). ,,/�. ei�.1 S EQ• : 6052955 4.No load should be applied to any component until liner all bracing and 4.Installationboftrus is the responsibility of the sective coMrector, t fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used in a non-corrosive environment, -�4. OREGON s TRANS I D: 407654 design loads be applied to any component. and are for"dry condition"of use. 0. 5.CompuTms has no control over end assumes no responsibility for the 6.Design assumes foil bearing at all supports shown.Shim or wedge If i0 �" 1 4 '2�� 1i. fabrication,handling,shipment and installation of components. necessary.7.Design assumes adequate drainage is p (^� t �y 111111110111111111111111 8 TPI/WTCA InThis design sBCSlg copies hed of which be 7r fished ect to the irritations set forthLEn request. lines 8. tscoincide with joint can e�faces of truss,ie nd placed so their center r� `� L MiTek USA,Inc./Com 9.Digits indicate size of plate In Inches. ( ) 10.For basic connector plate design values see ESR-1311,ESR-1986(MITeW EXPIRES:12/31/2015 This design prepared from computer input by 1111411This LUMBER-BC IBC 2012 MAX MEMBER FORCES 4WflID0FICq=1,00 TRUSS SPAN 8'- 0.0' M.MB( 0) 50 4 R(DD) 0 LUMBERSPECIFICATIONSKDO #18BTRLOAD DURATION INCREASE = 1,15 1.2-2')-170) 116 TC: 2x4 KDDF A1GBTR SPACED 24.0' O.C. 2.3=(-176) 0 BC: 2x4 KDDF If1GBTR TC LATERAL SUPPORT <= 12'OC. VON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQVIflED BRG AREA BC LATERAL SUPPORT <= 12.00. HON. DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0' 23.7' OCA 9,2'LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) TOTAL LOAD = 42.0 PSF p'- 0.0' -441 449V -311 188H 5.50' 0.72 KDDF 625) 01 101V 0/ OH 5.50' 0.16 KDDF 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 7'- 11,7' 2101 101V 01 OH 1.50' 0.16 KDDF ( 625) , (lir no iTefiM) = 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. 'COND. 2: Design checked for net(-5 psfl uplift at 24 'oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L1240, TL=L1180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002' @ -1'- 0.0' Allowed = 0.100' MAX TLCREEP MAX LL DEFL = 0.041' @ 9'. 11.7' Allowed = 0.197' MAX TL CREEP DEFL = -0.047' @ 9'- 11.7' Allowed = 0.263' MAX IC PANEL TL EFL = -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 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 6.00 Design conforms to main windforce-resisting . system and components and cladding criteria. Wind: (Al].140 Heights),) 7Enclosed,4Cat.2, Exp B,ASCE MWFRS(Dir), load durtiofactor=l.6, c Truss designed for wind loads U, in the plane of the truss only. co o,- 4v =� Cr'L 5 c M-3x4 y y J., y 1-00 l FUL BE8818C Jts'2 5 3I 8.00 1 11 11 ° PROFfis c,' I NE i0 JOB NAME: POLYGON 4-B NH - BJ5 Scale: 0.4665 ` g/! 9 GENERAL NOTES,unless otherwise noted: 4 . '` e P E r WARNINGS:Buildere o 1. Warnings and erection constructionnershould be advised of as General Notes t•This cgomponent.Applicability of parameters ameterssand prond is pppeern Individual .r Truss BJ 5 end onfwebracingicommences. Incorporation of component Is the responsibility of the bulldins designer. map 2.2x4 compression web bracing roust be Installed where shown+, 2.Design assumes the topand bottom chords to be laterally braced at tostability 2'o.o.and at o.c.respectively unless braced throughout their length by 3.is the reel temporary bracing Insure.Additionalstabil during libracing of (e OREGON 1It DES. BY: LJ is the responsibility of the erector. permanent bracing continuous 10'0Ming such as plywood s braced drywan Cj, DATE: 9/8/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown°+ SEQ. 4.No load should be applied to any component until after an bracing and 5.4.Design ion omestruss s i sea responsibility be used f h respecroseWconiraccttnment, 7� '�}* r 4 r 1), S E Q, : 60529 5 6 fasteners are complete and at no time should any beds greater thenand are for"dry condition"of use. d. 4 design loads be applied to any component. 6.Design assumes tun bearing etas supports shown.Shim or wedge It `pT C ry}.Y}` TRANS I D: 407654 5.CompuTrus loads has no control over and component no responsibility for the necessary. r 1 f 1 M fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the Irritations set forth by B.Postes shahcoincibe located tent n botpeces of truss,end placed so their center IIIIII1IIIVIIIIIIIVIIIVIIIVIIIIIIIIIII MTITTekUSA,enc.a/CompuTruSwhich Softftware7.6.6(1L)-E request. 10.For.Digibenacatetsize ofltteIninhes. as ESR-1311,ESR-1958(MITak) EXPIRES:12/31/2015 ThisPACIFIC designLUMBER-BC prepared from computer input by LUMBER SPECIFICATIONS LU; 2x4 KDDF C1TIOR TRUSS SPAN 2'- 0.0" BC: 2x4 KDDF N16BTR LOAD DURATION INCREASE = 1,15 IBC 2012 MAX MEMBER1- FORCES 2.4e(OF/Cq=1.00 SPACED 24,0' O.C. 2.3=( 0) 50 2.4=(0) 0 IC LATERAL SUPPORT <_ 12'OC. UON. 2.3=(•50) 15 BC LATERAL SUPPORT <= 12.00. UON, LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA OVERHANGS: 12.0" D.0" DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. plate prefix0designators: TOTAL LOAD = 42.0 PSF 0'- 0.0" -76/ 301V -7/ 47H 5.50" 0.48 KOOFP(C625) ConnectorCnncoCp8 eor eo xrdesi) orspu7rus, Inc LL = 25 PSF Ground Snow (Pg) 1'- 1.7" -18/ 42V 0/ OH 5.50" 0.07 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series 1'- 11.7" •,8/ 42V 0/ OH 1.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICONO, 2: Design checked for net(-5 osf) uplift at 24 'on spacin0d REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. BOT OM 1-11-11 BOTTOOTCOORD DHOHECKED KIDEFOR OA1OPSF LIVE LOADIOE-LOAD. TOPTLY. VERTICAL DEFLECTION LIMITS: - 0.0' llowed = 0.100" ed80 MAXTOP LL DEFL 0.003" @ -1'- 0.0' Allow fMAX TL CREEP DEFL = -0.003" @ -1'• 0.0' Allowed 0.133' MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.050• 12 MAX BC PANEL TL DEFL = -0.001" @ 1'- 0.1" Allowed = 0.067" 6.00 MAX HORIZ. LL DEFL = •0.000" @ 1'- 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=1,8, Truss designed for wind loads ' in the plane of the truss only. 0 c , o/ cD 0111 o 2►-1 4��1 -f M-3x4 1• y y 1-00 2-00 'PROVIDE FULL BEARING:,its:2.4,3' JOB NAME : POLYGON 4-B NH - SJ1 9'tei PR,01N' Scale: 0.7112 C7�`�� %1/ c��° WARNINGS: GENERAL NOTES,unless otherwise noted: r0otherwise TrussSJ 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 • and Warnings before construction commences. building component.Applicability of design parameters and proper �` 92 S PE lir" 2.2x4 compression web bracing must be Installed where shown t. Incorporation of component Is the responsibility of the building designer. DES. BY: (J 3.Additional temporary bracing to Insure atedNty dudnp construction 2.Design assumes the top and bottom chords to be laterally braced at / r' DATE: : 8 2014 Is the responsibility of the erector.Additional permanent bracing of 2'o•c.and at 10'o.c.respectively unless braced throughout their length by the overall structure is the responsibility of the building designer. 2xcoImpact sheathing or such lateral plywood surad where shown or drywell(BC). erl SE Q• . 6052958 4.No load should be applied to any component until aver all bracing and 4.stallatl nboftrrues s the r sponsidaty of the respective contractor. ~ �1 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, OREGON ., TRANS I D: 407654 design loads be applied to any component. and are for"dry condition"of use. ,� .��:rr �� �`V 5.CompuTrua has no control over and assumes no responsibility for the G.Design assumes full bearing at all supports shown.Shim or wedge If �� "7. .�_4 � -.,., fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage necessary. provided. hed subject to the Imitations set forth by S.Plates shall IIIIIIIVIIIIIIIIVIIIVIIIVIIIIIIIIIIIIIIII 8,TPIANfCAInThis design eBCSlB�pUTfUSSoftWBe7.6.6(1L)•E request. 70 lines Forbasdcatewith sizerof plate InnInc eluleea esESR-311�ESR�1988enter located on both faces 4AR14.\- gn MITek USA,Inc./Com 9 Digits sic on size p atele Inches. (MITek) EXPIRES 12/31/2015 This design prepared from computer input by IIIIIIIIIIIIII PACIFIC LUMBER-BC IBC 2012 MAX MEMBER FORCES 4WRIDDFICq=1.00 TRUSS SPAN 3'- 11,7' 1-ER( 0) 50 4WR/DD) 0 LUMBERSPECIFICATIONS LOAD DURATION INCREASE = 1.15 1-2=(•60) 30 TC: 2x4 KDDF R1&BTR SPACED 24.0" O.C. BC: 2x4 KDDF M1&BTR LOADING BC LATERALSUPPORT BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12'OC. UON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) : 2 <= 12'OC. 0DL ON BOTOTA CHORD = 10.0 PSF 0'- 0.0' -71) 322V -14/ 77H 5.50" 0.52 KDDF ( 625) TOTAL LOAD = 42.0 PSF 1'- 9.2' -3/ 60V 0/ OH 5.50" 0.10 KDDF ( 625) OVERHANGS: 12.0' 0.0" 3�- 11,7• •441 94V 01 OH 1.50' 0,15 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) CM,M2OHS,M181S (or no MiTekeprefix) = CompuTrus, Inc 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 Qsf) uplift at 24 '90 spacina. I M,M20HS,M18HS,M18 MT series 6.00(7 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, VERTICAL DEFLECTION LIMITS: LL=L1240, TL=L1180 BOTTOM CHORD CHECKED FOR IOPSF 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 TL DEFL = -0.002' @ 1'- 0.1' Allowed = 0.067' MAX HORIZ, LL DEFL = -0.000" @ 3'- 10.9' MAX HORIZ. TL DEFL = -0.000' @ 3'- 10.9' NOTE:Design assumes moisture content does not exceed 19s at time of manufacture. 'i 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, o (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), a load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. co c vNiii -1 o 4 -moi' o� M-3x4 y L, y 2-00 y 1-11-11 1-00 !PROVIDE FULL BEARING:Jts:2,4.31 \NO0 PROF-6 ��� INS JOB NAME: POLYGON 4-B NH - SJ2 Scale; 0,8279 �wei. oN SK!.9200PE r WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Bulkier and erection contractor should be advised of as General Notes 1.This ing design based onlyyllupon the of design parameters tsshwnparameters and is proper aaen individual Truss: SJ 2 and Warnings before construction commences, incorporation of component is the responsibility of the building designer. , 2.2x4 compression web bracing must be installed where shown+. 2.Design assumes the top end bottom chords to be laterally braced at 3.AdditIonal temporary bracing to Insure staday during construction 2'sc.and at 10'se.respectively unless braced throughout their length by . DES. BY: 8J the overall ponructur of the eespon.Addy of tl heermderd tsacirq of continuoua sheathing such as plywood sheatNng(TC)and/or drywall C). OREGON {Gly Ntho houldde ae i the responsibility commp of the building fte designer. 3.In impact bridging orsthe lateral bracing ity of required where shown++ 7L/ d.O 7 4 (H� DATE: 9/8/2014 4.No load should be so to any component until after all bracing and 4.5.Design assumes of trusses responsibility e to be alaedIris non-coorrosivecontractor. envi environment, i1 Y/ SEQ. : 6052959 fasteners are complete end et no ems should any loads greater than and ere for"dry full bearing of use. /A. design loads be noopcon to any r ndd ass uL 8.Design assumes lull bearing at ea supports shown.Shim or wedge it 'V/2'�-� y 4� TRANS I D: 407 654 5.Compa ion,has handing,shiipma ntrand Inssttallation of componeumes no nts.ity for the T Desig sumes adequate drainage is rovided. 4 ry. Iabrica0ignp P 8.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both feces of truss,and placed so their center rS d 111111111111111111111111111111111 TTek U A in SCSI,copies rf welch ft be 7.6.ed(1 upon )-E request. 10.lines coincide with joint center Ines. 8ForDigits basic coo ecto e size of plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/3 /2015 MITek USA,Inc/CompuTrus Software 7.8.8(1 L)-E 11111111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TC: 2x4 ECIF C1TIOA TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 BC: 2x4 UDE 8188TH LOAD DURATION INCREASE = 1.15 SPACED 24.0" O.C. 2.3=( 0) 50 2.4=(0) 0 IC LATERAL SUPPORT <= 12'0C. UON. 2.3=(-102) 47 BC LATERAL SUPPORT <= 12'OC. UON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA OVERHANGS: 12.0" 0.0" DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE MIN.TOTAL LOAD = 42.0 PSF 0'- 0.0' 50/ 311V 22/ 1080 5.50" 0.50 KDDFP(C825 ) Connector plate prefix designators: 1'- 9.2' -46/ 152V 0/ OH 5.50" 0.24 KDDF ( 625) Conner 8,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 5'• 11.7' -68/ 144V 0/ OH 1,50' 0,23 ODE ( 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. (GOND, 2: Design checked for net(-5 psfl uplift at 24 'oc spec in p,I BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 12 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL 0.002" @ -1'- 0.0' Allowed = 0.133" 6.00(7 MAX TL CREEP DEFL = •0.003' @ -1'• 0.0' Allowed 0.133" MAX BC PANEL LL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.050' MAX BC PANEL TL DEFL = -0.004' @ 1'• 0,1' Allowed = 0.067" MAX HORIZ. LL DEFL = -0,001' @ 5'- 10.9" 45 MAX HORIZ. IL DEFL = -0.001" @ 5'- 10.9" 11 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, (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. M O ,f- O 4►.1 .� M-3x4 y y y y 1-00 2-00 3-11-11 (PROVIDE FULL BEARING:Jta:2,4,3j JOB NAME: POLYGON 4-B NH - SJ3 00 PRa1 Scale: 0.6611 N• IN//-9 WARNINGS: GENERAL NOTES,unless otheiwlse noted: ZL +++000p777 '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 and Warnings before construction commences. building component.Applicability of design parameters and proper • r E { Truss: SJ 3 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. DES. BY: LJ 3.Additional temporary bracing to Insure stability during construction2.Design assumes the top and bottom chords to be laterally braced at • Add la the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 9/8/2014 the overall structure is the responsibility of the buildingdesigner. 2xImpact continuous sheathing such as cing required where s and/or drywell(eC). 9 3.In bridgingtion fisor ths e rel bracing where showcontractor.he respective n a df SEQ. : 6052960 4.fasteners are complete at no time should any loads gree er than andcing 5.Design assumes trrusses area to be used Inof ca non-corrosive environment, vL OREGON Vit✓ TRANS I D: 407654 design Trash be applied to any component. and are for"dry condition"of use. 11 5.CompuTrus has no control over and assumes no responsibility for the B.Design assumes full bearing at ail supports shown,Shim or wedge if y4 r 1 4 2p� ty� fabrication,handling,shipment and Installation of components. necessary. 4,f&-j, v e.This design is furnished subject to the Irritations set forth 7,Design assumes adequate drainage is provided. ' t V 111111 1101 VIII 11111 VIII 11111 VIII IIII IIII TPIIWTCA In BCSI,copies of which will be furnished upon request, 9,Ines coincide with Joint on center Onese dimes,and placed so their center 1• MITek USA,Inc./CompuTrus Software 7.8,6(1 L)-E 10.For asic onnsize es. ector plate desiglate in n values see ESR-131 1,ESR-19a8(MITek) EXPIRES:12/31/2015 This design prepared from computer input by IIIIIIIIIIIIII PACIFIC LUMBER-BC TRUSS SPAN 6'- 9.2' IBC 2012 MAX MEMBER FORCES 4WRIDDFIC4=1.00 LUMBER 4PECIFICATIORS LOAD DURATION INCREASE = 1.15 1-2°) 0) 36 2.5=(-42) 57 3.5=(-209) 152 TC: 2x4 KDDE 81&BTR BC: 2x4 KDDF Mi&BTR SPACED 24.0" O.C. 2-3=(•873.4=( 0) 0 72 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN, (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0' -791 425V -281 86H 5.50' 0.68 KDDF ( 625) OVERHANGS: 12.0" 0.0' LL = 25 PSF Ground Snow (Pg) 6'- 9.2' -32/ 276V 01 OH 5.50' 0.44 KDDF ( 625) Connector plate prefix designators: C,CN,CIB,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (CONT, 2: Design checked for net(-5 oaf) Uplift at 24 "00 spacing, M,M2OHS,MI8HS,M16 = MiTek MT series REGUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L1240, TL=L1180 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' MAX HORIZ. LL DEFL = 0.000' @ 8'- 5.5' 12 MAX HORIZ. TL DEFL = 0.000' @ 6'• 5.5' 4.00f7 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. M-1.5x3 4 Design conforms to main windforce-resisting -,, system and components and cladding criteria. Wind: 140 mph, h=20.3ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), _.....iiiiiiiiiiiiiiilli oad duration factor=l.6, Truss designed for wind loads in the plane of the truss only. c N to '7,- CoIEIIMIMIIIIIIIIIMMIMIIIIIIIIIIIIIIIMIIMIIIIIIIH ►�5 Cf 2►� M-3x4 M-1.5x3 6-05-08 0-03-12 * * /, 1-00 6-09-04 CEO Pl Opc- JOB NAME : POLYGON 4-B NH - Cl Scale: 0.5738 & 1" �r0 61 4 WARNINGS: GENERAL NOTES,unless otherwise noted: *PE 1.Builder and erection contractor should be advised of all General Notes 1.This building Iomp based onptiobnthe ity of parameters design arsparshown and andis properrrn individual Truss �i 1 2x4 Warnings beforewe mu commences. Incorporation of component is the responsibility of the building designer. • 2.2x4 compression web bradng must be Installed where shown+. 2.Design assumes the top and bottom chords to be laterally bracedat r/, 3.Additional temporary bracing to Insure stability during construction 2'on.and at 10'o.c.respectively unless braced throughout their length by ..„,,, ' n. DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywaN(BC). OREGON �l'+ DATE: 9/8/2014 the overall structure Is the responsibility of the bullding designer. 3.2x Impact bridging or lateral bracing required where shown++ ^V C 4.No load should be tippled to any component until after all bracing and 5.Installation al Dn assumess Is trussesare beveaty of d Inthe o non-corrosive 8pva erry environment, 7�,/ Alt, ,I 4 r�O� .. SE Q. : 605 2 9 61 fasteners are complete and at no time should any bads greater than end Design for"drytrusescondition"e use. \9' design loads be applied to any aassumest. 8.endiar arumea full bearing at all supports shown.Shim or wedge If �» j TRANS I D: 407 654 5.CompuTrus has no control over end component. no responsibility for the neeeae b k. fabrication,handling,shipment and Installation of components. 7.Design ssumes adequate drainage is provided. S.This ThIMITCAniI SCSI,furnished subject es f which wig be furnished ap n request. 5.rth by Platesocoincide with joint caon nter lines. faces of truss,and placed so their center III VIII VIII VIII VIII 11111 MI IIII 1111 MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.Forribeisio connector size aple et 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'- 9.2' TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 8C: 2x4 KDDF N16BTA SPACED 24.0" O.C. 1.2=( 0) 36 2.5=(-42) 57 3-5=(-210) 155 WEBS: 2x4 KDDF STAND 2.3=(•88) 75 LOADING 3.4=( -7) 3 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. SON, DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA OVERHANGS; 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) M-1.5x4 or equal at non-structural LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -77/ 424V -28/ 87H 5.50" 0.68 KDDF ( 625) 6'- 9.2' -32/ 277V O/ OH 5.50" 0.44 KDDF ( 625) vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Connector plate prefix designators: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 Pon uplift at 24 "Sc spacing, Connect8,CN18 or no prefix) = CompuTrus, Inc ) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=LI180 M,M20HS,M18HS,�or = MiTek MT series BOTTOM CHORD CHECKED FOR 1OPSF 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' 6-05-08 0 03.12 MAX TC PANEL LL DEFL = 0.121" @ 3'- 5.2' Allowed = 0,386' T MAX TC PANEL TL DEFL = -0.159" @ 3'- 5,3' Allowed = 0.580" 12 MAX HORIZ, LL DEFL = 0.000" @ 6'- 5.5" 4.00 L"" 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 3 4 ---,, Design conforms to main windforce-resisting system and components and cladding criteria. i, Wind: 140 mph, h=20,3ft, TCD1=4.2,BCDL=8.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 N N __ 0 • X5 M-3x4 M-1.5x3 y J, i' 6-05-08 0-03-12 y 1-00 6-09-04 y JOB NAME : POLYGON 4-B NH - Cl GE �,t,o PROP. Scale: 0.5738 � N�/�Cj ��1�.s WARNINGS: GENERAL NOTES,unless otherv4se noted: •!Y/ICg/ir 4 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 en individual Q- ,9.2.6 P E `•' Truss: Cl GE and Warnings before construction commences, building component.Applicability of design parameters end proper 2.204 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. �•" DES. BY: LJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by err DATE: 9/8/2014 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC. + != 4.No load should be e any P 3.2x Impact bridging or lateral bracing of the where shown++ q, SEQ. : 6052962appliedcomponent 4.Deignofestrlstheesresponsibilityrtue i theon-coctiveeenractnr. "Fe OREGON N �`,, fasteners are complete and at no time should any beds greater than 5.en Installation or"dry trusses are to be used In a noncorrosive environment, Ix `V TRANS I D: 407654 design loads be appRed to any component end are for"dry condition"of use. ^ 1 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing at ail supports shown.Shim or wedge if Q. 14. P'•3" fabrication,handling,shipment and Installation of components, necessary.assumes. q h r �` 6,This design is furnished subject to the limitations set forth 7.Design adequate drainage la provided. - erl 4 e 4 1111111111111111111111111111111111111111111 TPIIWTCA In BCSI,copies of which will be furnished upon request quest 9.Anes coilates ncide with Joint on center ives$of truss,and placed so their center MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E ate in inches. 0.IL Forrlts basic connector plcate size of ate design values see ESR-1311,ESR-leen(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII 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 A16BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 36 2.5=(-33) 36 3-5=(-160) 124 STAND SPACED 24.0' O.C. 2.3=(-67) 47 BC: 2x4 KDDF 3.4= 0) 0 WEBS: 2x4 KDDF STAND LOADING TC 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 BC LATERAL SUPPORT <= 12'OC. UON, DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0' -74/ 369V -21/ 67H 5.50' 0.59 KDOF ( 625) OVERHANGS:. 12.0' 0.0' 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 psf) 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" MAX TC PANEL LL DEFL = 0.040" @ 2'- 10.2' Allowed = 0.281' 4-11 08 0-03-12 MAX TC PANEL TL DEFL = -0.045" @ 2'- 8.2" Allowed = 0.421' MAX HORIZ. LL DEFL = 0.000' @ 4'- 11.5" 12 MAX HORIZ. TL DEFL = 0.000" @ 4'- 11.5" 4.00 v NOTE:Design assumes moisture content does not exceed 194 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, TCOL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1111 Truss duratioedn fforwind o6loads in the plane of the truss only. 0 N in Ill o� 2 1111111 di II►�5 0 M-3x4 M-1.5x3 4-11-08 0-03-12 y y 1, 1-00 5-03-04 ����a PR�F�St,S` Scale: 0.6026 ? ‘"7/5///174 JOB NAME : POLYGON 4-B NH - C2 �� ( � f°� WARNINGS: GENERAL NOTES,unless otherwise noted: ^r,r �P E 'f 1.Builder and erection contractor should be advised of at General Notes 1.This design Is based only upon the parameters shown end Is for an Individual 4 .end Warnings before construction commences, building component.Appacadlny of design parameters end proper Truss: C2 2.204 compression web bracing must be Installed where shown u. incorporation or component is the responsibility of the building designer. 3.Additional temporary bracingto Insure aidl during construction 2.Design assumes the top and bottom chords to be laterally braced et + po N DES. BY: LJ Is the responsibility 2'o.c.end at 10'o.c.respectively unless braced throughout their length by responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheatNng(TC)and/ordrywali(6C). DATE: 9/8/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGOIx N /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. �Li^�� ON S EQ. : 6052963 fasteners are compete and at no time should any bads greater than 5.Design assumes trusses erelobe used In a non-corrosive environment, �./ design loads be tippled to any component end ere it"dry condition"of use. � `+ B.Design assumes full bearing at all supports shown.Shim or wedge If �n}t TRANS I D: 407654 5.CompuTrus hoe no control over and assumes no responslblllty it the necessary. it Y fabrication,handling,shipment and instalation of components. 7.Design assumes adequate drainage is provided. S.This design is furnished subject to the Imitations set forth by e.Plates shall be located on both faces of truss,and pieced as their center I IIIIII VIII VIII VIII VIII VIII VIII IIII IIII TPU A In SCSI,copies which will be furnished upon request. 9 linesDigitsindicide ate size oif nt plot cenlnrInes,inches. 10. MITekek USA,Inc./CompuTrus Software 7.8.8(1 L)-E For basic connector plate design values see ESR-1311,ESR-1 gee(Weld EXPIRES:12/31/2015 IIIIIDlB 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 IC: 2x4 KDDF ®16BTR 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" 0,C, 2.3=(-70) 50 DF WEBS: 2x4 KDSTAND 3-4=( -7) 3 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32,0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0' 0.0° TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'• 0,0' •72/ 368V -21/ 68H 5.50' 0.59 KDDF ( 625) M-1.5x4 or equal at non-structural LL = 25 PSF Ground Snow (Pg) 5'- 3.2" -25/ 213V 0/ OH 5.50" 0.34 KDDF ( 625) vertical members (urn). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Connector plate prefix designators: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'MD. 2: Design checked for net(-5 oaf) uplift at 24 "oc spacinp.l C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M,M2OHS,M18HS,M16 = MiTek MT aeries 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 = 0.039' @ 2'- 10.2' Allowed = 0.281' T MAX IC PANEL TL DEFL = -0.044" @ 2'- 8.2" Allowed = 0,421' 12 4.00 2 MAX HORIZ. LL DEFL = 0,000" @ 4'- 11.5" MAX HORIZ. TL DEFL = 0.000' @ 4'- 11.5" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. M-1,5X3 Design conforms to main windforce-resisting 4 system and components and cladding criteria. Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, m load duration factor=1.H Cet,2, Exp.B, MWFRS(Dir), Truss designed for wind loads in the plane of the truss only. 0 N Ln -411111111111111111111111111111111111 Vis- BB 0 2� 1. 115 M-3x4 M-1,5x3 4-11-08 0-03-12 J, y 1, 1-00 5-03-04 PRO JOB NAME: POLYGON 4-B NH - C2 GE Scale: 0.6026 <0, k,. INEtLe.•,s's WARNINGS: GENERAL NOTES,unless otherwise noted:This f�. '// V/1 1.Builder end erection contractor should be advised of all General Notes 1. s design Is based only upon the parameters shown and Is for en Individual -C . ;920$fq E r Truss: C2 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. DES. B Y" LJ 3.Additional temporary bracing to Insure stability during construction2.Design assumes the top end bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'cc.end at 10'o.c.respectively unless braced throughout their length by DATE: 9/8/2014 the overall structure le the responsibility of the buildingdesigner. continuous sheathing such as plywood required ing(TC)and/or drywall(BC. ! Po ty 9 3.2x impact bridging or lateral bracing where shown++ -. 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibilitytof the respective contractor. •I7G ` OREGON �,(U SEQ. : 6052964 fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used In a non-corrosive environment 7J Nb‘ TRANS I D: 407654 design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 4 14 2 v"�-" fabrication,handling,shipment and installation of components. necessary. A f. 6.This design is furnished subject to the limitations set forth B.PPlates assumes be el adequateatedodrainage is f trussa. 4f 'R5 b`�`„ I IIIIII II II VIII IIII VIII VIII VIII IIII IIII TPIIWTCA In SCSI,copies of which will be furnished upon request. B.Bines coincide with Joint center Ines$of truss,and plead so their center r I tl MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E late In inches. 10.For ibasic ts i connector pcate slze of late design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015