Loading...
HomeMy WebLinkAboutBuilding Construction Specification 2007-9-7 ., \'. Anslow & DeGeneault, Inc. Signature Homes 1953 Garden Avenue Eugene, Oregon 97403 541-484-0070' CCB #49169 Fax 687-0646 www.adhomes.com email: A&D@adhomes.com 9/7/07 Suoolementallnformation Re: Boothe Residence 6107 Graystone Loop Springfield, Oregon (Mountain Gate) Pm!. COM 2007-00472 During framing inspection, two modifications to the structure were noted, -' One was the substitution of a steel beam for the header over the small bay of the Garage, supporting a point load from girder truss C3 and adjacent truss C2, See attached write up and Strucalc run, We used a steel tube 8x6x.5" wall, ASTM A500 steel. The beam is protected by 5/8" Type X gypsum board on 2x furring at 2' o,c.. The second was a modification made to girder truss H3, This truss was not quite long enough as delivered to bear on thc,west end, The Truss Company, who manufactured the trusses, made a field modification to provide the means of bearing on the wall on that end, I hope this i~Aequate information to allow the inspection to proceed. ,m ooy qtl1,cins, please call and ask for Janet or Gordon, Thanks, If/ /' , GOrdOnh~~ . rl U If there Multl,Loaded Beami AISC 9th Ed ASD 1 Ver: 6,00,81 By: Gordon Anslow', Anslow & DeGeneault on: 04-05-2007 : 2:25:32 PM Proiect: Boothe' Location: Bm over Garage _ $vffo"-'l"S SvJ €N1 GtNl ~ 'flW.i 5 G), Summary: 8 X 6 X 1/2 TS x 13,0 FT 1 ASTM A500 Section Adequate By: 2.0% Controlling Factor: Moment of Inertia Center Span Defiections: Dead Load: Live Load. Total Load: Center Span Left End Reactions (Support A): Live Load: Dead Load: Total Load: Bearinq Lenqth Required (Beam only, support capacity not checked): Center Span Riqht End Reactions (Support B):, , Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, support capacity not checked): Beam Data: Center Span Lenqth: Center Span Unbraced Lenoth-Top of Beam: Center Span Unbraced Length,Bottom of Beam: Live Load Defiect Criteria: Total Load Defiect. Criteria: Center Span Loading: Uniform Load: Live Load: Dead Load: Beam Self Weight: Total Load: Point Load 1 Live Load: Dead Load: Location (From ieft end of span): Properties for:8 X 6 X 1/2 TS/A500 Steel Yield Strenoth: Modulus of Elasticity: Tube Steel Spction: (X Axis): Tube Steel Section: (Y Axi';" ' Tube Steel Wall Thickness: Area: Moment of Inertia (X Axis): Section Modulus (X Axis): Design Properties per AISC Steel Construction Manual: Flanoe Buckllno Ratio: Allowable Flanoe Buckllno Ratio: Controlllno Unbraced Lenoth: Limitlno Unbraced Lenoth for Fb=,66*Fy: Allowable Bendino Stress: Web Width to Thickness Ratio: Limitlnq Width to Thickness Ratio for Fv=.4*Fy: Allow,,~le Shear Stress: ' Design Requirements Comparison: Controllino Moment: 2,99 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Nominal Moment Strength: ,Mr= Controllinq Shear: V= At left support of span 3 (Rioht Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Nominal Shear Strenoth: Moment of Inertia (Defiection): TR~(\ ..... '--..... ----.......,.", \ \ [,F-'l1 i I I I ,! I ! -'j .,..~- 111 r:6 s-re:el- 8,,;.," \I~'\'AK. ksrM \,Jr--M iNl 7(6" "i'1I:t: X DLD-Center= LLD-Center= TLD-Center= LL-Rxn,A= DL-Rxn-A= TL,Rxn-A= BL-A= LL,Rxn-B= DL-Rxn,B= TL,Rxn-B= BL-B= L2= Lu2,Top= Lu2-Bottom= U U wL,2= wD-2= BSW= wT,2= PL1,2= PD1-2= X1-2= Fy= E= dx= dy= t= A= Ix= Sx= FBR= AFBR= Lb= Lc= Fb= (dx-2*t)/t= AWSL= Fv= M= Vr= Ireq= 1= 0,18 IN 0.24 IN = U643 0.42 IN = U367 10769 LB 7966 LB 18735 LB 1.23 IN 3231 LB, 2581 LB 5812 LB 1,00 IN 13.0 FT 0,0 FT 13.0 FT 480 360 0 PLF 0 PLF 42 PLF 42 PLF 14000 LB 10000 LB 3,0 FT 46,0 KSI 29000 KSI 8,00 IN 6,00 IN 0,50 IN 12.40 IN2 103.00 IN4 25,80 IN3 16,0 28.01 0.0 FT 13,04 FT 30.4 ' KSI 14,0 56.03 18.4 KSI 55829 FT,LB 65274 FT,LB 18735 LB 128800 LB 100,98 IN4 103,00 IN4 A-5DO ON t'f. fi.l"J1.l,'-!G- Multi-Loaded Beam! 2000 International Buildino Code (97 NDS) 1 Ver: 6,00,81 Bv: Gordon Anslow , Anslow & DeGeneault on: 03,30,2007 : 1 :50:28 PM Project: Boothe res - Location: Bm over Nook I Summary: 3,125 IN x 15,0 IN x 13,5 FT /24F-V4, Visuallv Graded Western Species - Dry Use Section Adeouate By: 26.8% Controllin9 Factor: Moment of Inertia / Depth Required 13,86 In Center Span Deflections: Dead Load: Live Load: Totai Load: Camber Required: Center Span Left End Reactions (Support A): Live Load: Dead Load: Total Load: Bearinq Lenoth Required (Beam on Iv. support capacity not.checked): Center Span Rioht End Reactions (Support B): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, support capacity not checked): Beam Data: ' Center Span Lenoth: Center Span Unbraced Lenqth-Top of Beam: Center Span Unbraced Length-Bottom of Beam: Live Load Duration Factor: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Center Span Loading: Uniform Load: Live Load: Dead Load: Beam Self Weight: Total Load: Trapezoidal Load 1 Left Live Load: Left Dead Load: Rioht Live Load: Rioht Dead Load: Load Start: Load End: Load Lenoth: Properties For: 24F-V4_ Visually Graded Western Species Bendinq Stress: Shear Stress: Moduius of Elasticity: ~t2 Stress Perpendicular to Grain: Bendinq Stress of Compo Face in Tension: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd=1, 15 Fv': DLD-Center= LLD,Center= TLD-Center= C= LL-Rxn-A= DL,Rxn-A= TL-Rxn-A= BL.A= LL-Rxn-B= DL-Rxn,B= TL-Rxn.B= BL-B= L2= Lu2,Top= Lu2-Bottom= Cd= U U wL.2= wD-2= BSW= wT,2= TRL-Left-1-2= TRD-Left,1,2= TRL,Rioht,1,2= TRD-Right-1-2= A-1-2= B,1,2= C-1-2= Fb= Fv= Ex= Ev= Fe perp= Fb_cpr= Fb'= Fv'= Adjustment Fact6,s: Cd=1 ,'j 5 Design Requirements: Controllino Moment: 6,885 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s)'2 Controllino Shear: At a distance d from rioht support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Reouired Sections: Section Modulus (Moment): Area (Shear): Moment of Inertia (Deflection): Sreo= S= Areq= A= Ireq= 1= 0,15 IN 0,21 IN = U788 0,35 IN = U456 0.22 IN 2768 LB 2012 LB 4779 LB 2,35 IN 3105 LB 2259 LB 5364 LB 2.64 IN 13,5 FT 0,0 FT 13,5 FT 1.15 480 360 o o 11 11 360 250 510 360 0,0 13.5 13,5 PLF PLF PLF PLF PLF PLF PLF PLF FT f'r FT PSI PSI PSI PSI PSI PSI PSI 2400 190 1800000 1600000 650 1200 2760 219 PSI M= 17131 FT-LB 4308 LB 74.48 IN3 117.19 IN3 29.57 IN2 46.88 IN2 693,16 iN4 878,91 IN4 V= ~~1\=4 Multi-Loaded Beam! 2000 International Buildinq Code (97 NOS) 1 Ver: 6,00,81 Bv: Gordon Anslow . Anslow & DeGeneault on: 03-30-2007 : 1 :53:52 PM Proiect: Boothe res - Location: Bm over north side Kitchen Summary: 5.125 IN x 21 ,0 IN x 21,5 FT /24FeV4 - Visuallv Graded Western Species - Drv Use Section Adequate By: 6,9% Controllin9 Factor: Moment of Inertia / Depth Required 20,54 In Center Span Defiections: ' Dead Load: Live Load: Total Load: Camber Required: Center Span Left End Reactions (Support A): Live Load: Dead Load: Total Load: Bearinq Lenqth Required (Beam onlv, support capacity not checked): Center Span Riqht End Reactions (Support B): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, support capacity not checked): Beam Data: Center Span Lenqth: Center Span Unbraced Lenqth-Top of Beam: Center Span Unbraced Length-Bollom of Beam: Live Load Duration Factor: Live Load Defiect. Criteria: Total Load Defiect. Criteria: Center Span Loading: Uniform Load: Live Load: Dead Load: Beam Self Weight: Total Load: Point Load 1 Live Load: Dead Load: Location (From left end of span): Trapezoidal Load 1 Left Live Load: Left Dead Load: Riqht Live Load: Riqht Dead Load: Load Start: Load End: Load Lenqth: Properties For: 24F-V4- Visually Graded Western Species Bendinq Stress: Shear Stress: Modulus of Elasticity: Stress Perpendicular to Grain: , Bendinq Stress of Comp, Face in Tension: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd=1.15 Cv=O,94 Fv': DLD-Center= LLD-Center= TLD-Center= C= LL-Rxn-A= DL,Rxn-A= TL-Rxn-A= BL-A= LL,Rxn-B= DL,Rxn-B= TL-Rxn-B= BL,B= L2= Lu2-Top= Lu2-Bollom= Cd= U U wL-2= wD-2= BSW= wT-2= PL1-2= PD1-2= X1-2= TRL-Left-1-2= TRD,Left-1-2= TRL-Riqht-1-2= TRD,Right-1,2= A-1-2= B-1-2= C.1-2= Fb= Fv= Ex= Ev= Fc perp= Fb_cpr= Fb'= Fv'= Adiustment Factors: Cd=1.15 Design Requirements: Controllinq Moment: 12.255 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controliinq Shear: At a' distance d froni left support of span 2 (Center Span) Critical shear created by combining all dead loads and iive loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Area (Shear): Moment of Inertia (Defiection): Sreq= S= Areq= A= Ireq= 1= 0,31 IN 0.36 IN = U724 0,67 IN = U385 0.47 IN 5031 LB 4757 LB 9788 LB 2,94 IN 3968 LB 3534 LB 7501 LB 2.25 IN 21,5 FT 0,0 FT 21,5 FT 1.15 480 360 o 20 26 46 3800 2500 13.33 390 360 390 360 0,0 13,33 13,33 2400 190 1800000 1600000 650 1200 2604 219 PLF PLF pLF PLF LB LB FT PLF ~L.F PLF PLF FT FT FT PSI PSI PSI PSI PSI PSI PSI PSI 60172 FT-LB 8419 LB 277.33 IN3 376.69 IN3 57.80 IN2 107,63 IN2 3699,30 IN4 3955,22 iN4 M= V= IJob Name: ANSLOW laoc J<-lOC REJ.CT SIZE REQ'Ct I 1 0- 1-12 62'13 3.50~ 3.50" . 1 23- t-1.1 6];24 5.S0~ 5.50" llfI.C REQ\JfRE)BfJS S"OII'l'I'1 are ba50e0d OiILY on t~ trtJ:!i'5 1IIiII~l!!rl.al at ead1 bea,.1"'!l jJI(.U !X:FlECTICft {SJl'ZZl) : ILJ9'990 "i{)II ;-.8 (LIVE) t.C 1 l_ ..0.11" 0- -{I, 10. T_ -0.2:2" lU'l"1o.L ~D!lEl. FalCES: TO: CC1lIr'l"'j' n~.u.) en . ~-l -Ut I.U , 10:7 .~O) o.~o ~-l -~~ t.IS I ill LWj 0.46 ']-4_4963 l.a, ,1';0 0.l6 ! +-l -9.!Il.U I .146.n 0.3P ~~ ~u.rii~~ ~i{[lUR~Lli! tJ~l 7-ll .13' .r;o~1 nu loll 'D.!loEo 1-' -J.3tl.t.o." ~4& loll (I.M: 19:IT =m Ug~j ~m Ul ~:;:: .. "'''iiJ''W' '''''~1M.) c:<;t a.l .]~ LU I U4 .~ ~.~7 , 1-6 -4-1 L I ...~ 1 t ' -1-1"~fAr-.,..".."Hjl uc.. 1.15(1 0.'" ~.1 12TH Lw a.u ,j.' 'In-4H.~1 In L6Q D.~a t: -l~{l:ll)~ Cll US g:~~ ~-'D I 2~" 1.1 O.H ,1:p '~Ju:m~ ~ 1;00 ~:~~ As-~\.\\II " Be WEB 2:<.<4 OFt #l 2~6 DFL -n 21(" DFL HANDARO 2x4 DFl #1 2)(6 D<L :f2 IIRG BLK 2)C4 D~L STMlCAAD Ulmer" sJ1ear allO'f11.lble5 arl!! ~r NOS. lRC}IBC trvS5 plat!!! v<lll.ll!$ .1N!- b.ased on ~~c~M~rmh~~~~~ ~plJ~i::~r~ ~~:zf~}~03 cll;lo.llH!nt.S as ER-1607 afld E~-ll18. loaded for lG ~F 1"HItl~<:Ol\curn!nt BeLl., &-, 11-5 6-Ct..o 6-0-0 =." 2-Pl YS . 1 REa UIREO ~1_,""q 2 ~ 2-m;-' ~~~12"J~~ ~~s_~:!.jr~~~!::-;s) Clu:s;t.er ~Cr<!ll'tS, ff :sh""",. are J" h1ll9_ 9-- -0 9- --0 T 81 \1' 1 W"'1 ;+ -+ -+- -+- ..... +- +- +- +- +- +- .. .. 1- +- +- 1- .. +- to ... ,R.6....J- 0 :i~t~~id~c~:'"':t~~ ~r ~~Fl~~;U (lf1~d. 1"':-653 Coolo:.oentrated la.acls "lIST b~ clistrflJU(Il!d" to W1.5X4 TIE ~ad1 ply o:<jl.l~11y. fulti-l?ly.-itl'1 h;;ln9e-rs <I1"'e ;t:Ja3oed e!l1 h.;inuer",.rfh 115'",!l' 3.0M nalh. min. "nto thll! c:.;orry,1'Wil Mnbar. I If shl*Tl.t. Iol~oj! aCditi(lM.l fa.stli!ners fol"" P<tint loads rron the bac.k Jllys, dstrib--...t:ed 3ygl_ OIr(JlJfId" the Ir.afloiler- in thl<! c'""'.....b. ~i~ 2 ~~~ c~~tMi[~~~EII u~':il.J%.~t.g~hER . AI4Jl.lHTS S~ KIST BE IffS.TALLED Flt1Jt1 TIlE FJIONT ,l,1l(} aAO: F.fI(E EIlUALL'f {TOTAL ""'as _ OCI&.I:: THE AP'lOlJHT SIt>><"'). lDd - 1.0\1 ""H<;, ~DS ... Silllp,an 50S ~Ct'"l!III'S ; (~)r-_lI!s~i~r-~~~i~~1:~~_ (by others) '+- A+-" .. 1- .. -+- 1- +- f f ... +- .. .. +- .. A .. -+- f I, .,j).(] &O.() Truss 10: 1520H3X "~(Pl']ooPlATE ~IUTOO USED~See Joint. Roept1ortH ~igned per ANSI/TPI 1-2002 n1s 6esign do\!,5 nat ac'Coont. f(lr 1<1"''' 'tl!.'l't 'tilll!: de~tt'lde"t Joa4i1lg (creeil). llulllliRq Oe:sign.e... nll.lit aCC:Olll'lt fur tIns. ltefe-r 1:0 J-o-;nt Q( Oet.ail Sl1eet fa.. ~n...P:otil.ti"'n",l Toll1!roillll;.tltJsed TIlLS CE5(GhI IS rliE call'05lTf Il,ESijL i Cf- "'IIlTJPL'!: LOMl CASES. IF Jl"'liGERS ,l.RE tM::lCATEll ON TIllS CRAWl~, 1111:'1' NIf.: BA.SEGQI 1.5' 1lAhl:jEJl. NAllS. Fm l-f>L'( AND 1. KJ\~EJt Wl.IlS F<:R PfJLTI-Pi.... CIRt(RS. lF 2.S" GUN NAILS ARE USED. THE I"AN<:I"RS p.JJ:>T BE. RE-EV"'L~TED (I!I'J' QTriffiSJ. p"..r..anl'll'!tbraeill1lis re[fJi:rs {by otner:;;) '1.0 Jlreo.'ent r~tatfon/tl;lpplinq. S.tI!e:BC'SI 1-03 o,"d"MSI/TPI1. PlATItG lI"seo 00 a:\i;Eo'( UJIIIIER "....UJE:5. Erd \'..rtkah an!! desig""d ~I' 3l<:ia1 loads I;lrlly lJfIhss IlOt~ ot~rwise. .::..~~,~ .-.... ~....." ...., ""...... ~r~- ,'-L<5S prQTlle {if an)') h.we 1::>l!~11 dE!Sil;l!ll!d for lo.arls S-IiJJjicaUd c.11y_ I-lItr.;~tal l,,:o.ds. ~Pl:i"'M ::@@ !I~ ~f tll4l e~ 5 ~!...e, Allt b~ 11-4l6idered (.mless1~. A rOll-leg:t2:S-..s r~fWiT- ~5~~~r;~,~t~,g~t:~ ": cansi<:ler:ik1c.1 (by other;!;)_ 4 ..~ '1,001 2. ...9 ,8AkY 16i1f' I TRUSWAl . I'"' '"' '':I SYSTEMS Ing Buillkl; Coftlp.tll'Mnb CllKJp, 1r1Cl. lWUHD<lI'ljl'" 01, SI*.""'.2,. c.uo. $pJ1l~ 00_7 TRUSPlUS 6.0 VER: Hi"C; ~2: ll'r~!.,.."lUU"n!1""""'Tzt1... -l",,~lly""""_"""l'iJ".... "\18" I'a"H5Up., .5"'~DUr-. r..-Alp'_. ..... p~ "r '1r:r' fe.. 1MV lfI f'I. _ "lr r..r~,... ,_ ,,,,,-1, .P<U'1t1awd,...- 1lnnr I!:Irotaf/ """"ts. (ire).., iI"un lIIrd ('I'" r.- ,.r..rn ..... "....,(1"'""... ... .w,. ~'r .~h .stlnl' "In.. t.> .......'If "'.......1. oril1\o "'~T ",'u," (M" .!I~ld. W~NINGRead a/I notes ,on Ihls shfJfIt and gMit 8 Copy of it to the Erecting Contrilctor. l1'Iloo:l".M.ni~I<<."i""'Al""""'Ullli ......i>>nenl..t"JU"'"~fIl. nllM-.l>UtrlUl _lia-liom......1<'INIbJIh. UIITIP"I"..lm;o,ul'-..= and_....oo>onl....,...Ih"._I~.CI1m.....MPAd~~_.. .",.."""'~tiltI...t'uU"lodf...dn....,'"llo<<u...,..,. D:mII'd..... arc bb....~ tr,lhoompclnonl=.ula:ulWJnGla./ boJt6n~~u~t1 Ub~" ,.. tolIldllJ d""'Il""''''''''~vArta'''<I'I'llhe_ utll2old.onlhllldo.ili1"",..l....~ff~ bllliT~.'",,~ t,-lI>ene.Jb......"~ <<01. ~.....tt.. p;lId"'-l....pr~n. TIH ...~~..........\holt..l<>p oh,.-f tl~~~tojll>eroO"ra'l'laot.ho..h;.n'thob.>tlund>><dl&"'lroll)ottno::l!Iltoy.'1l.._""'I"tQ....;rbId....,.,~t<l. utl_al!lllt_ n-II. &3cil'lf'f><.ooft..f<rlW.ff';ll"'Plar1"'I~"'""I><<1"I'''''''rrbcr'I~l<I'''dll<>ebLcII;lf'{lIlr''ll'''' Thio.......ptnttrlllWl""II.,uCll!d n.", ..............,I1J...w1I....._rT\OlWrt<:D....rt.0"Ilh...."""...P.lCMoj1iJll..""'lr~.u...o:onnl[tJ)!JIltcecnPII......Flb<t:D.bI'o:l"...r.r". iI"lO:I 0fa0< 1t..t-=in.(nm:l_...lll~tctboo..gtU"""rdo'.Jdrllill1l CUIItIt OIbilR"'D~1 ~~l~,.. tuUCII~tlll"li' """"""'~ :AN6l{r1>l'~ wrcP 1'.'N-:.od "hlloCounol.r "ffic!llo;aSbnC!;an:l Ul!.ign Rnpam,ioltin. lIUW'lGCCNPDroEwr S~ 'NFCJlMJO,TICfl _ ,B.C611--l:]t.,d 'l3U!'1 :;JMWNlYl;lHEEl'S" ~.rl1TCJo .nd ,1'1, r.~ Tru.. F\>lo! ~AilIle ITP1)i$ke.tled fl SB~ ~'" eo...... M......... ........._..~SJllto. llI@....mo:nc..F01NI.-.r 'c.' -'-"~nWP...II. ..'_~t111119"'91'...1 N"(,slJ,I!IOQ, ....._..g\<n.OC211lIl6 W4X6R waX12 82 O_""W,"'8 t'1-R:S:32.4 U:..fi601, 1 ~ ?:"I-4.A 8 . I 5-10_(} 2>-4-8 ,,' 10 I 5-,,, 11-6-8 5-1<>-0 17.6-8 Qtv: 2 UPLIFT A.{ACTI{)!II~S) Sl.lflport C.&C Il'lnd ~Ol1--i\1in~ 1 ~6s ~ 1 b 2 ~6l>A. lb This t.n.JS-.S is dl!!:igned u:!;ing ttl", "'SCE7-02Irind Speelffnti.on ~~5 ~~~~~ - -"~~t ~og:.:Oi! fa<:tQr - 1_00 ~rricanl!'/Ocean liM . No ElCp Catega~ _ I!; Bldg ll'lnfJl. "60.00 ft. al~ r.tidth ~!30.00 ft ~~S~..~i~~I.l~~::6&~.~~.- 16~ f'~f llui;;ned. as l'LiIin WitJd l'or-c~ Rl!:s;sti~ S)'st:eon - LDN-,..lSo@" and (3.rnents and Oa-dIl"'1\l :~~~~~~~-~~ c.JE "~b~IGH L~o.s ___._nu______ DJ.. L.Pl~ t,.,Le>c. ".Pl'f R.Loc LLnL T( IJc,rt 9IJ.OO Q- 0- 0 90.00 23- ~- 8. 0.67 lie \I~rt ilIH.9tl 0- 3~ B .51.98 23- {- II \:1.52 .A m.J : /'"flcl.-.J '9-:-0 Ctl'st~ ~SUJtl wo: DJ"ivILC15Z0_LOOOOli....JOOOO2 0$9nr: Il.C - H WT: 21:1# TC Live 30.00 psf l;veDur L_1.15 p..1.15 T( Snow 0_00 psf 5nO'lll{)u. [,;,,1.15 P-1.1S n: Dead 15.00 psf Rep p.ot,r Bnd I Canp./ Tens ac Live 0.00 (;Isf 1. 00 I 1,00 I 1.0;) SC Dead 10,00 psf D_C.Spacing 2- 0- 0 81 d~ Code; IRC-2003 OE=-L RATIO: U2'10 T(: Lf24' (f> m z -i [p -<' s: '" (f> :c '" " (f> ^ -< -i CD CO (f> (f> en -I>- 0) 0> co co '" -I>- "' m ." '" .... '" '" .... ." s: ." 1>- e;> m i J' ,/' ' .( z;- I. /7" l:I~Ug$ 'I . , HU . I . .l.. " ,.,..:'..(.')"'.~,.. ~ . . .T~, .~~ z::I Co- ~~ 3-b ~2. ::.~ ...tr\ ..._/,,/'_/!!' .\0\. oil <. .:..' '., ' :!:'G , . '" ~-~ :u> -~ ~""""-r-' _. .. . .. ~ / ,/0/-1-" \ ,- :- ~I \". - ~'::1 \ .75 \()C' :,~! :~' : .~ }' :,7; 'Z: :'lIo ; \3. ? .'..:J> . \ .'\" r Z" . 7? '.~'~.' , i i i :. ; I 'II , . . '~~ '1""':( ,~.~.. :-:r.,;;"-'(~~)!jo._" ~-', - --~ "", ,%.., '-'~l ':" ,-,'?_~~9t,~r:'A;%'~1 1 >'i' 1 \.'. ': . \ \ "" \ "\;,,- \ . '-. ,." , "'. . "~:'~ . ~.,~\ .( ItJ '- /, A80~ lfS F'Cf'I()~ I ,'- ~ ~ " ~ ~ .J' . ~ ". , , .', """-- ~ [0:c~ ~;\ ~f;~'~~ ol:;J fW1 f ~ ~.f ~ ~ = f? r:.. Fn ~ ,-ffJ -Oi :: ~ (JJ~ I -\\\ - . fij D -- .3 ,/