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231 Anplgttot 1971 TXVllCcl XPOVItCQ

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231 TIXYlidl Xpovnda AnpIALO 1971

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El TW etapoundl~ laquoA raquo) ((F) at laquoEraquo) tXPl1OljlOJtoLri9T)aav aPJlOt 6 00ltJTproJlQTOr tfJr tn~pdar GlfH Troy TlntWV CV 250 CV 230 Kat C 370 llVTlOTolxrot Kat apJ1ot Jt~oopou(J)v taW ttmwv CVG 250 CVG 230 ltal CG 370 H Ii kQ~ T~o (vrolioq KUAlnrtEtm tlltO QOq)(lAlO61tTyror nCtxouc 4 em

4 M6p+wau _ lTonKol uTTo~oYUrllol

41 M6pqlOgtOlC

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~

f- 1 e- --shy I shy

( re d

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a elt

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1

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0

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I

poundIvai 1tA(h~ 940 IJ IJiiI(O~ J51-1 Kal ihvqe 1640 j1

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o 21 43 I I

oemmiddotOm

b Moments of inertia Concrete sections o g

i ii i i N r E ao o I L

v o

o ~ o

rE a21 - II IIIIItDIIV ~ bull Moments under working conditionsIL

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l I

JtI(n ~l l p

7 I r- F 11~ I- I 1- I- I

lID aIiIIvm 4IIIGIIII 8I~

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Fig 5

PVqlOOV t 01XroIJatWv EUplOKOlJeVWV poundi~ aovlICllV JlEta~u tCOv onoOtQOw 70 JlttPlttJv T6 1taxo h aatou mv lOll(1raquo)1(1tWv dVQl OTagepov lCOt faov 1tpOe 15 IltroOV H ftEPO oltiOtOOle tOUtOOV (IJiiKOC) Elvm IJetaBAl1tr KOO uVOC Kai Ot c1IJ$6tCpo ta tOlXOOIlOtU TOU ~a9pou (011 1tpOe 520 de tnv lCOPUql~ v toO pa9po) Kat 720 ]IttPO de tTiV eCtOLV tOU ol1Aooi] napa tlv KpoundshyCPOAltV baa-rOU tCOv lJel-lOvOgtJltvoov TteoOffiv oui t(()V 6noiwv tmiddot 8pcUOVTOL Ta toLXOOIJO-rO tQpoundha htl TOe aaBcatOAi90u tfc neshyPIOXiilt To uVoc tcllV tOIX(t)lJ(ltOOV toC P68poo (livpoundu tOe neomiddot

00 EX 6 EvroHXci peyiOTf M xal Q xai ytWl-eTQIQ a~

MeaVtlod OTOXtlaquox J ai F Yii yt9vX1

Fig 6

AOU) dvUl 2150 Ilt tpa To BaOpov (craquo OLOcptPEl me npoe to laquo(B) cio 6tL acpop(j to GIIOC t00 spoundlryouo tcllV tOLx(t)j1lmOV tou n) onolov elva 18 Jl

To axr6~o9pov 0 Elvo KelOTOV KlBdJYLOV )1poundta ta(t)1eplKWV lh010l(HOYLCOV tDLXroj1hoov T6 naxoe tellV tOLXOOIJat(t)v TOU elval yevlKlile 60 em tv~ Tfjs ~aaccoc tO pQOCcoc lCUIJavetOl unO 4 585 pound(00 2000 )lttpa To aKpollaSpov nA11PotiTaL lCOto to O~ XaOIOV illllaU lOU o~middot QlllloxaJilcou

H JlOf)(Pi] titlv OlQtOIJOOV 6AoKAipOU rflt tV(J)ooJ1fje elva l tiXAfj Klf3WYOtlaile OXl1IJOtlSOIJEVOU la(J)t8pLKOO lC)turtOO tVlalou XcOpou tKteIVOjlCVOU KOS 6AOV 10 IliiKoe tii~ rCqlupa~ Tn 2 KUYOK6pultpa 10LXcOIJata yoe KlB(Yt[ou notIC( AAoUV ~ pOI to ]taxo (m6 30 poundOle 1R em SHI YOUe fOf)uypU]I]Ioult ppaxovae Kol 30 eux 70 em ala to to(t)tpoundPLlCOV to(XWIlO toO Ka~L1tUAOU pposhy

III Anpl~o~ 1971

It_ 7 Karu JliiKO Hat )00 on)laJOI JtIOEYTuUtWo Dywidag

XOVOlt AB H KIItO) TtAa~ lxeL 1tampXOlt ICUJlQlV6)tEVOV 6nol5 em EWlt 200 JUTPQ poundv~ 1 uvro ampno 18 E~ 65 em

At ~~(amp)teplKai oLacrttlCfpoundU TOC KlfroOU JlEtat36)JoVTQL 01[6 1050 X 520 napa fa ~aepa ltoJraquo Kat ((Craquo ~ 340 X 520 lJeuroshybull 00 napa tat ap9pOOaEu Ot poundKateuroprogev -roO Klt3WtiOl) npolloshyAOt flt 1tAaKOC KQtQOTpltiljlQTOC tflt YEcpupac hOLlY jJtjKOC 175

ll ~KaOTolt Mud t1Jv Ot poundlouco) Kt VOUJleurovou h pul))lQtOt OKUshypo8tTI1Olv T~LlY ndooPoJliwv Tit 6n010 KQTQOKEtgtOSovTm JlEt6 fly KQtQOlCEUitv TOC KUp(OU qJOppoundCOlt Kat OUoOeuroOVtQI )lHa 106shy

TaU oui XOAapoC 61tAIOJJO( orUJloopypoundt1Qt TO O)ll(OV nMitolt T1lt yeqn)pw TO 6notov elvat 94 )lttpa

0 KAelcr~6lt tVlOiot poundOCOtEPLKOC XGlPOt 6 6notolt poundKte(VETQt

Ka9 ~AOV to JlflKOC tfjc YEqIlJpW OlaK61ttEral ova o1tOOTocrEu 2450 jlhpcov on6 poundY1(apcrirov Kata1(OOtpfllV rOlxrojlotmv 0shy1C01I1Viae ta 6noia hotly noxolt 30 em Kat ltppoundpouv 0epom09ushyploa TOlaCta tOlXOOJlata KatEcrKEOacr9TlOClv Kat tKOtEpm9ev tK6crne t(bv opepmaErov Ele laquoEl) Kat laquop raquo lCa900c 1(at napa niv 9tmv tOp6OEroc rol) KOjl1tUMU qlOPEffilt tnl tol) OKpoj309po u poundIe laquoA raquo) Ete tKoCJtTlV tampv KEqlaJlLlV laquoBraquo Kat laquoen lCatEOKEOOO9l pounduYOlt poundYKapaiC)v KEKAlJltvmv toOJtpoundptKGlv rolXmjlotrov np6e I-IHaqlOpov tlilv ouvO)1eurorov tK tfl~ ovrooojlfle E[e Toue KOPjlOlx t~v OIOUjlroV j369prov napa ta KpoundKAljlpoundva TaUta totxoojlata roc Kal napa ttjv ap9promv laquoAraquo tOn09poundtpoundltat av-dj3apov EK nUKVOC ojlJlOXaAltWU np6c t~aoql6A(JlV tfl~ Euota9dac tfle Ypoundqlupae Kata t6 OToowv AEltoupylae

H tpu9pa YPlaquojljl1l toC ICOtoOtpoojlatolt tv KOraICOpuql(9 tvvolq onon4r r~ov KUKAoU olCtivolt 15000 J1hpmv jlt ra 1(Upta npO ta livm

42 ItanKO~ llnoAOyu1J1oi - tXtOlO

R 9poundroPTltIKtj toea Kat fl bn6vTJme rf)e nA1ipooc JlEApoundTTJe tfte YEcentlupo~ 6vi]KEI KOt 6nOKAtlOtLIC6TT]ra El~ TOV OuYYPoqlta toO na06vtOe ap9pou dla ttjv tKttAEOIV toO poundpyou on1tTtshy9Tloav 800 oxtow KataaKpoundUaOnKa Kat AEnTOJlEPElampV Oln t(1)v 6no[rov tneurotEux9l 1 6p9tj tcentlapJloYli rlilv ypoundmI-lEtpIKampV ltJtOtshyxdmv tfl~ KataaKpoundo1)e fl op9i Kat taxEia tOn09ttlOle tlilv 6shynAIOjlrov npOEVtoapoundogtlt Kat xaAopampv tlilv poundKaOtOtpound oYKUProshyOEC)V toC tv npopoAQl 6xtlJla tOe dn lCAn

0 qlOPpoundUlt t1)e YEcentlUpW elval jamKlillt 9 Popae cnanKlilC 06shyptatoc jltj Aojlj3avo)ltVlle un 610 rf)e tomnpLKftc lgtnEpOtanshyK6tTltOlt trov OLOOJlroV 669pOlV

Ete r6 Oxfljlo 5 OpoundU(VOOVtOI a[ ypajljlal buppofle tav Kup[mv (nupcrtanlilv jlpound)pound9aIv tOI tampv tEI-IVOUO(()V OuvajlpoundOlV poundI~ roe

Fig 7

6p9pooOpoundte ltltAu laquoEn laquoFraquo cbe a Oral lntEAoy la911Oav bno toO HApoundKtPOVL1(OO middotYnOAoYLOtol)

KOra rilv OtlYjlnv tfle OllvOtOEme tampV tKotEpco9EV balt1TTJe doOpootroc tjll1J1otmV tfle YEqlUP0C tmBaAAoVrol de r6v centl0shyppounda tEjlVOOOal ouvalUL~ ttl ~0119dQ 1UpoundcrtllP[roV TO yWljlErPIshyKa KOt 60paVpoundLOl(a CftOlXEtO tfle YpoundltPopcu dKoviovtat poundIe to x~~a 6p

Tn tvtanKtl jlpoundYE911 ( UJlVOOOOl Kat ponat) OL h6CJrI1V t(1)v 6Vfl(ppoundPOJleurovrov nEpL1ttooaoo)Y qlOpt(creroc ampIOOV cbe poundt~ OxfljlO 6a Kaj 6C

H 6A11 JleAStl tVpoundKp1911 un6 toO YnouPYEOO dl1jloOlcuv fpyrov

43 npotvrClOl~

-EXEI tqlapjloaSfI npoundplmplOjlpoundvll npopoundvtaOle cnljlcentloovlttH np6c m0c KOVOVLCJjlOUc DIN 4227 T6Oov d e --riJv )1euroUnv 5000 KOt de rllv l(atOOKpoundullv txP11CHI-IOnolfl9TJ T6 croOtTJl-la npOEVTashyOErolt Dywidag I(at 11 jlt90ooC tv 1tpoP6ACj) OOJlTiaEUgtlt Dywidag

dln tnV KUta Jli1Koe npotvtaOtv poundXPllatjlOnOlfl911Oav papool ltIgt 32 mm tK XaAoPo Sigma ST 80105 (6p1OV oappo~ 80 Kgmm 6P10V 9pauOpoundroe 105 Kgmm 2 tnlrpEnOJltVll SUvajlle 1tPOpoundvtaOpoundcoc avo p6J3oov 466 t6v oui T6 016010V 41toupyac) 0 dPI9jlo~ rlLlv papomv tOlhmv de tae OlatOJlae lmtp ra jlpoundO6shyj3a9po 6VeuroPXpoundTOI dlt 332 OllVOAtKf)e OUVaJlEmc 15520 t6WffiV 0 6pI9Ji6lt OUtolt jlELOOtOt on6 OIOrOJifle de OIOtOjltjV 1-1pound ~Emiddot YO1TlV ttllnV de tae OotO)Uie OnEpavOl r(()V P69prov Kat tAoshyxtarTJv de ra~ OlOtoJUie napd rae apBpOOOELe To ouiypaJlJia toO 61tAlO~01) 1tpoEvtCrOUtl~ hEI nlv nupajlIOOElof) l-IopqlnV roO OxiJJQtOlt 7 EI~ r6 oxf1J1a 8 OpoundlKvUOVrOI a[ paj3Sol ffle Kamiddot ta Jii1l(olt npoEvtaaeroc Eie tvolajlEOov ft~IOtaTOJltlV Kai 6 0shynAtoIl6lt poundrKapaioe npOEvtaOeogtc 6 6notoc 6notE4ltal tK 06shyBorov OlaJipoundtpOo 26 XIA tK xoAuj3oe Sigma ST 80105 TotoOrol poBool eurobplcrKOVtal tie tllv iivm nMKu rfle 1136gt10poundtOOOlt 010shytOlJfle l(aO 6Aov t6 Jl1)KQlt tf)e YpoundltPupae QvO anoOtaOEle 60 npoundshyp(nou tKatoor(()v Ete r6 crxfljla 8 OpoundIKvUovtal tniOle ouo pashy~oo f~ AOlt~ npoltvfx ~ Mola tnPA~9~ np6 avOA~shyIV rlilv A~Glv taoemv tcppoundAKOOjlOO Ai paPoal OUrOL hoov o6l-tupov tTu 32 dtpound 26 XIA t01t09EtOCvtOt St I(otd ~Elryl1 ete fKaOtOv rlilvoUo KataKOpUqlmv tOlxro)lfttmv roO K1BCOttou Jit K1(mv 45deg roc np6e rilv l(ataIC6plXpov KOl dva oplCovnoe onD- OrQopoundL~ 070 lrolt 120 )lttpov

ne npom1trEI tIC rillv avCOtpoundpro tte tOv ltpOpta tXEI pound1tlPATl9i1 npotvtaOle Kata tpctlt l(atEu90vOEl~ (Kata jlflKoc t Yl(apOia Kat gtoci) Oihrolt tCaOqlaAlCuat )(1 roujYY(a T(()V OIDtOjlcllV de

114 ATTpUtO 1971

TO MH A-A SRTII

syrrilds ~

bull ~paJ6olt bull awOEXgtamp pajlOON Il~ ~ bull awOEol pajlOON Il~ ~ ItlU

inclined prestmssjng

bar splicing splicing and nling

end anchorage A 0 axpwa aylWpwa A ~ caIjes -L--+_L

end anchorage B A axpwa ~ B ~

~1 8 Katd prjw iyrIQuto t(al 00 6rzAtoJuI teopoundvfdqpoundw~ Dywiduf

F ig 8

t 6 cn~OV 1 6t 6)laquo ltT(ES6v0 Of01XelQ al 6AOV t6 Ilt)K~ t1t t~~ 5TfJ110UpYOU~tVT]C tx [fie b=)UO~V11r 9poundp~6tllt0C Kat6 t1lv _u~ KfIQv [OU (J1(UpOOEJlQTOlt de t ei [JlTIJDtQ TiI lt KDtaOlCcuf c d shy

nva lxouv JlFyOAOY naIOlt bullAw)o)O( JtpOCVTQCH~ h El t1U~ATlatj Kol tnt t OO lC1arodo o TOO 6xpOpaOPOO laquoOn I I 44 Xla~ bucl ---Jjt=771 --~=~---ca ---shy0 XPTlOUlonOtOpoundtc XClMlp6 6n)tOIl6 ~ Kat 6 IOlttpro OlEshy I ~ Icptp91) etv(u lCCltrry opi~ ST HI Kai KaAOnnl u~ Cm6 tampv leashyVOV101l(l)v al tt~ lPOPtiCpoundoo tftt~aUolliVa Ihtatt1l omt noshyXiOTOU 61tAlOOO crujJ JAllPOUIlEVOC OUl laquoOpoundPllolCpa(jlaKOO~) f010UtOO lito td OtOtxnra toO IlgtOPE~ (1tAQUlt - tOlx(bIJpoundna) Ttl tXOvtQ n6Xo JfSYa)urnpov toil 100 )itt-pO) 2 S bull bull QOCl~ KafaOICl-u fc TOO fpyou

A t lh6cpoPOl cpUOamplt KCltU01CpoundUflC o1t6 tfle tv6~troc IJpoundXptt altOshyftcpatitllt1too t o fpyou SwevUovral elt to axflUQ 9

H )t~UPQ uxc)o)io911 StU TO (Jtwito At tloopyiolt ppoOui 3 aO ll (]CV St to OtciSia ICtltQcnauflt KaYO f 0100tO KaT1UAl1AOY bull tpOnov lilaTpound va b a pKOUY Koi litu ta ataota mOTa at lilQt~oi ml 01 6lCklCJJOt o IimutT)9tvn- OUl1O oT6~hoy AstToop-y(alt npol1yf9 IJ ICUt aOKonl UilY Moeoov t(i)y eooaa8pmv 01amp tlt 4MlPorlllt o UrltOCUY 1-Ipound9Mroy Kal 1lKOAoUOTlOEV nKatQoKEU1l telIv ICOplJG)v TQ)V Sui t1 JIe96oou 1OU oAIOOa(voVTolt ~))o(o ROO (OX~ ~Ia 91) E auYpoundXtLq KattaKEOO(]911oaYal lCtcpaAat 106100y t ltl O)V11000 ~u)o[ UItOU OTTlPIX9~VTOlt tnt TthV KOPIJ6lY 4 tlty Juoona9pmv T6 1-111(0( haOtTl~ T(i)v 00[(1) KOtQCJI(cua- bull aOCICltO Kpound~V dVUl 14 u 6 tQtaomTUt Be mlJl e tpIK6)lt 00lt n()6lt to 15 i5uJlov KOPIlOV 6KLunou jJEoopo8pou (oxfJla 92)

H b OJWY1l 41001 ~PXl(ft oui ~t tyJ(a[Qo[ao~ btl [fie KpoundshyqKUtfl~ 10D ucoopu9pou C Imt OUjlJlEtpl Katlt We 1tp6r tO y lilova aUT1e Soo d61 mv laquotv npop6)qJ 6XTljJQrcov - iKPIOJJIQT6lY) TO iv AOJ4p laquo((h fJU oTQ -llCjgtHilIJQtQ)) n poOp~poundpav to bthn6a tnmiddot 5lQcr(U~ ~o l oTTl pl~CCDo [6)y ~UAotigt1I(J)v KQtQOl(QIlar Tctlv btl

POUt Jlli1(o~ 3S JUlTjX1IY fllTlJlUWlV rile tv npoP6Migt l)oJlnmiddot a araquolt tKu ttpcoOlV T~ laquoltpltl)~ ~ (ax~a 9J ) I xiltv cruyxpovltolt tyt vCt O KOI il Ayl(tt(icna~ ~uj t1)V evdptov Jleurotuqlopciv tlOv UJlt(l1I y n pltry~ato1tOt thQl uJto OIOlYOYCpUYOO Oll)KOlaquo KQtu t OV 6~oya t~ )c(j)u j)Q( cit J1t1 KOt 600 JI 7tCp1tou 611 t oO 6~ fto(ou hpo~OOo ti)eloay 6t UA1Kcty to auvlp-ydu l(atUaKamp1J~C taO ~PYou d~ 6Aov t6 ulKor tau c17t6 tij~ O~Ofrolt A t Kal 0 (tfcbv 13) flpo rrY1iO il urQOl(EUtl Tiiw 000 npoPbltov ToD ucooPQOpou C (I1lKiliY 10) Kat OUyw6V(J)j (ul Ilt ulJpdv OIUmiddot popay cpQOtmt I(Ogtct ll~hl~ ) npbPoloc 0 (poundow 11) ~Ctei to 71t paC TtlC KQTaoKWft TOpound 6 nolou TlPX10EV K(ttQOKCUll [(i)v 000 ltpo l)6)cuv CoO ~uOpou B

g---+---196--+---15Q~

EX 9 4gtdour )(aTO(1i1Cpoundv~ nj l ltqnJ(Hl

Fig 9

A B c

pound lx 10 Ano TIl Xa T(JC1~1 Tt)u T P(TO~ ReF -EKOiTTO TWJI I(oJd )wv lxe d n )1o fOnlSl aLl) )JIHO lOp TpoundAtl01

lijH~ 98 urlJ6 Fg 10 From lM con-amplrUllion of Erp pari B ath fI ( thl Canmiddot IIJoP(1H has il h it ph~~ a l~ngth of 10m FiaaJ ttn~Ja ORm

ElK 12 0 Ittwdkvtiogt nqdJn) FD gt 626 Tchlnl centat Kafamtn-t7 TOll

Fr 12 Of sampdtd lltn ranulri--laquo fleeh a Irrrth of 52i m Fnnl phase of tJr conlrrutlon

Eb( 11 A TO T1Jo (aruo~l TOG fjHjJOTO( DeE (tJ)WTOYfOlfta b TUII l1uaOCti)

Fig 11 Irom ltd i)MlrUClion (4 De E p at (BackglYUIHi pMW)

Elx 13 0 Itovon i 8fJQOr 1l(OJOM lJlU Tip JCQrn Ttj NU raOXtttJij TOU (UgftTTIpa Elr TYtv sixo)la) Tei TJj~JlaTa FCE al BBII vro xCttOcncf1J1V tltaxe1vrcu avw 1] dygteOtaOTOO Toli C1VQjlatOOXopoundvov ~I(i tf]V JInolPopall TWV VALXWv

Fig 13 One sided cantiker cUlLs ruction termia ed (left side of the photo) Parts FCE ad EllA under construction On the upper s ide appears rhe instaUatwn on the winmiddot-rope for the materials IlfmSpOrf

Elx 14 Exe~o) 7 Mia lPaq KaTCtlJxctnir wr 1 nJ hcovor 13 (q(tJToYf(u1rJ ~x raJ BmOofJell) Ttl TW1tOTa ABE ECF 15310 x flTo axEVtjv 0 jtovdnAtlI((l Ju6JoJor PD 7tMew xarsoxEtXloJjevor

Fig 14 The same phase of construction as i r~ the pidllre 13 ((ront photo) Parts IIBE F eE under consruction Tht one sided F D ralltiever completely ronstructcd

Elx 13 0 Itovon i 8fJQOr 1l(OJOM lJlU Tip JCQrn Ttj NU raOXtttJij TOU (UgftTTIpa Elr TYtv sixo)la) Tei TJj~JlaTa FCE al BBII vro xCttOcncf1J1V tltaxe1vrcu avw 1] dygteOtaOTOO Toli C1VQjlatOOXopoundvov ~I(i tf]V JInolPopall TWV VALXWv

Fig 13 One sided cantiker cUlLs ruction termia ed (left side of the photo) Parts FCE ad EllA under construction On the upper s ide appears rhe instaUatwn on the winmiddot-rope for the materials IlfmSpOrf

Elx 14 Exe~o) 7 Mia lPaq KaTCtlJxctnir wr 1 nJ hcovor 13 (q(tJToYf(u1rJ ~x raJ BmOofJell) Ttl TW1tOTa ABE ECF 15310 x flTo axEVtjv 0 jtovdnAtlI((l Ju6JoJor PD 7tMew xarsoxEtXloJjevor

Fig 14 The same phase of construction as i r~ the pidllre 13 ((ront photo) Parts IIBE F eE under consruction Tht one sided F D ralltiever completely ronstructcd

El~ 15 0 ~alnVJo~ nQo(JoJor AB l~Xow 97 l Xara r~v E1x 16 Td XAelatlo rov lwa(ov avoYlaro~ nuv 196l ~araaxev~v rov FIg 16 Closing Cf lhe middle span of 196 m

Fig 15 The curped cantileoer AB with a length of 97 m during its construction

bull

Elx 17 H yecpvQa n)~ew~ aVlJTenA7JewjJfvT)

Fig 17 The bridge completed

Ri)( 18 bull H ytqiIJ(a th1qwC OtJlLmiddotmiddotUtr)~wp rIJ

Fig 18 Til brjdg~ lOmpleted

bull

I J

-

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I - =- --j

e-e ---shy r - -shy

I I

=11- I-I

50

EX I~ - l eOt bullbull ([1 1 lQ~n~ ( -I H C (no iKmiddot -Ib P i Joint n III JUW I Cff lI ( 37(

lshy

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EX middotl rJ BrpI~ll ~i (Jiml 1 TIl ( JI rVSJOI1 N(~pr

r if Ja Beari rampg in plan bullbullmiddoth of CIf H N rolop ype

239 AllpLIO~ 1971

laquoThe Totorno Bridgeraquo Dellgn Iy A Ikonomovmiddot

1 Introduction

The Tatarn a Bridge across the Acheloos ri ve r ncar Kremashysta hydroelectri c plan t and ea r th dam in central Greece (Fig 1) is now under construction and will be completed in a month According to the Greek mythology the Acheloos was the king of rivclS and the father of the sirens

The loeution and the form of the bridge have been imp osed by tramc soil and construction condition~ as well as by static analysis requ iremen Is

Due to the form of th e terrain at the bridge 5ite there was a unique solution in se lecting the location of the piers found on two elevated rock formations

In general the bridge site chosen and sta ti cal design made by the consulting Engintering Firm A Ikono mou 11 have led to a solution tha t was officially characterized as t he most complete and econo mical compared to any other s ubmitted for the same project

2 Bridge Delcrlptlon and G~om~try

The bridge with an overall length of approx h90 m inclushyding the abutments consists of three spans the first 01 which is 97 m the second 196 m and the third 15050 m long The firs t span lies on a hori zo nlal curve (Fig 3)

Here are some specia l feat ures of the bridge 2 1 The twin-well form of the piers Band C ensures that the whole structure will be stable not only during bridge operalion but also during the cons tructio n stages

22 The 5250 m long cantilever beam which protrudes Crom one side 0 ver the lake

23 The abutment D from which the above mentioned cantilever beam FD projects is formed as an internaUy di vided box To ascertain the equ ilibrium of the FD bearnshyabutment system the near part or the box is filled with dense gravel formin g a counterweigh t Additional rock anchorages are provided fo r extra safety reasons

24 The horizontaly cur ved span AB whose end A has a distance or 1150 m from the BD bridge axis

2 5 Th e 196 m long midd le s pan

Z 6 T he 15050 m third span

27 The hinges at midspans of BC and CD Both spa ns consist of two cantilever beams connec ted at the middle of the span with special hinges Every hinge can transfer only shear forces with correspond ing zero bending moments which affects ravorably the size of the cross-secUon at midshyspan par ticularly in the area where the weight of the supershystruc ture acts with the maximum lever arm on the piers F ree contraction and ex pansion or the cantilever beams is possible through the use of midspan hinges while the use of expensive blarings on the piers is completelY avoided

28 The massive hollow box-girder superst ructure as shown in cros-sec tion in Fig 4 sec t ion e-e (straight bridge) and Fig 4 sedion a-a (curved bridge)

29 The considerable dilTerence of the bending moments acUng on both sides of the pier heads which is trans ferred to the pie r legs owi ng to the triangular rormation of their heads

3 COdRI Aumptlon and mat~rlall

The hridge analys is has been based on the 60 ton s tandard veh icle according to German specifica tions which are applishycable in Gre(~te The Oerm an regulations have been also followe d as regards the selection of allowa ble st r~sses

A latera l formula earthqu ake coeffi cient of 4 was used in the analysis

Creep and s hrinkage coe ffi cients of Krp= 20 a nd e 201 s C have been assumed

The peak of the maximum cal culated contact pressure on the rock amou nts to 17 kp cm

Concrete of quality B300 was used for piers and abutment lA~ while a higher quality of B450 was necessary for bht supers tructure and the abutmen t laquo(Do

Asteel reinforcemen t of grade I II was used ror non-tensionshyed members

The pres tressing s teel used was of the DYWIDAG preshystreSSing system St 80105

oNEOTOPFLAGER bearings o[ the 0 H H Firm were used at poi nt ~A~ At points ~E) and IIFo two pairs or G H H poinls permiUinl hor izontal displacements or 37 cm and 23 cm corr41s pondingly we re incorporated toge ther with a special arra ngcmen t protecting them from the wa ter action

At sec tions ~A (IE~ and laquoF G H H pavement join ts type e 250 ev 230 and e 370 and side walk joints type ee ~50 eve 230 and CG 370 were used

4 D~llg and analYll1

~ t Design The abutment Ais formed as a box having wall thicknesses of 60 cm which is filled with gravel to ens ure the prop er stabiliLy

The cen tral piel Braquo consists of two ve rti cal walls with an axial distance of 70 m between them and a constant thickness of 150 m The width of the walls varies with the height being 520 m at the to p or the pier and 720 m at the base im mediately above the head of the fooLing The overall height of the pie r (excluding the height of the footshying) is 2150 m The footings of the piers and the abu tments are based directly on the bedrock consisting of limestone

The pier ~C)) is si milar to the pier lton except that it is 180 m high

Rorn In 1936 Grad uated froro National TIch ol ~middot1 UPlven Hyof ra nc~ Plrllcl ~al cd also In Internallonll ~clpnUhc COmm lll ee8

tlH~ns In 1959 FlrHl at 3d loth nd mttt year Orad u at~d doshy MClnb(r of the )nt~roallonal COlnmltter nil eilrthqua ktr or u u tr iP (Ior n~neer t 9li5 Conrerenccs - Dccl lraLlon$ 11 In I1rCIce 3 In (~cdcraU ()1l inLcrllulwnai de Plecontraill ) 7 Scien tific work~ J)ushyttt rct o f Europe I In Arrlca Oirnl 2 In tlH ~ A ParticipaLed In bliIf~d Sin c t 9[)9 keO(ls or~lce Or sLndles on works special reshy1J13ny o Uler and personal declarations In t I Inlerna tlo(lal Conre- qulrements

TaxvlIIc Xpo vurA middotAnp(OC 1971

The abutmen t D is a closed box with wall Lhicknesses DC 60 cm and a base slab thickn~ss varying frolll 4585 m lo 200 m and the rear haH of it is filled with gravel

The luperstruclura consis ts of a box girder whose s le m s Lickn SitS vary fIo m 30 Lo 38 e m (0 1 the straight parLi a lld from 30 50 70 em for lhe curved portion AB

The bollom sla b is 01 5 middot 200 m thick wbilc Un dl)ck s lab th ickn( s varies from 18 to 65 em

The external dimtmsiuns (ub) of the box are also valiabl r 1050x 520 m near the i(BlI and C~ piers reduced to 40 x 520 m at the cen tral jOints

On both sides of the deckslab a rantilrver slah section 175 m -vide is form ed by means at a special OIlC Ie te placing wagon After concrete placement and pavemellt roinlorshycin~ with -I t ~ ( b JImiddot~ cxt1nding into the LOp sklbt Lhe fin a l width of the bridge ~ upers tru c ture (9tO TIl is cNl a ted TrlII svcrsc diaphragms SO em thick at distances of 2450 ID

increas e the sllfT nes of the box ltirder sec tion ueh diashyphragms havo been placed on bo th s ides or each or Ihe join ls liB and F as welI as nenr the s upport area f Ao Additional diaphragms have bue n provided over the top of fh arid C pier in order to transfer the s upers lrud uro rorces Lo lhe twill pier legs 1lIn ar rangemont of a cou nterweight on the OIW side be tween th e two diaphragm and nCar the j uint A~ has pl()v Ld to bn [l o~()ssa ry to ens ure that the bri d~ will be 5table during the unstruclion stage and th f utilization period

The roaoway slliace alon~ the bridge lies on a (I(st verliLal curve with a 15000 m radius

Th e cro~s-secLi o n at the symmetlic points o n both sides or the pIers appe ar to be identical excop t those belonging to the cantill~ver arm AB which shows a tra ns verse 3lope of up to 8 owing to lhe horizo l) tal curvatun~ of the bridg(~ aXIS

42 Analysl9 ilnd plaos

The bridge analysis has bc( ~ n carried ou t mainly by mellns of electronic computation l1 o r (~ than BOO co nslruction and detail plans havo been prlJ-par(d in order to e nsule the rapid and correct placement of all com ponf nts pre5tress illg members reinrorci ng Jars and various constructiun eleshyments (such as scupp ers and construction wagaon anclioring hOOkS)

The statiGal ~ystem is 9-told statically indctcr1n inal th l internal indeterminacy of the twin-wall pier no t heen tak i) 1l in to acellunl

Th~ main redundant (or(es th at is the shearing (orces at the oA tI I Eraquo and F o hinges havo the influence lines shown in liig 5 as detl rmined by the computc l These shea r forces should have definate alues a t the beginning of the hinge fun d ion and art Icnclalcd by means o r hydraulic jacks_ GI~ome try and sectional propcr tiel ot the br~dgc are sllo [1 in F ig 6 b

The internal forces ie slu a rin~ fortes and bendi n~ mOlllontti for a ll considered load eonditions are shown in FIR 6 a c

The calculations and plans h ave been checked a nd approved by the Ministry of Public Works

48 Prostrcs8iog

A limileo (J lt~ lressing according to the Uu rlll ltm sJl edficashyLi on 0 r 4 2~j has been applied to the bridge

The DYWIDAG prestressingsyslem in co njuc tion with the free caolilever DYWfOAO co ns lrll t lion method have forlllPd middotthe basG for the design analysis and eon8trudiun of tillt bridge

F or the longitudinal prestress ing ~tre l bars with n diall1ekl o r 32 mm lype ~SI GMA STAHL sl 80 1 05~ ie with a yield poin t amounting to 80 kp Imm~ and ultim a te s trength nshy

mounling to 105 kp jrn m2 a nd a lo tal pres tressing rorce or 66 Mp per bar have hne n used _A lolal of JJ2 Jars (Fig ) corresponding to a 15520 Mp pres Lress ing fOI(e have been pla1cd over lhe picr5 lltcir a rra ngement at a half-sectio n is s hown in Fig 8

T he number of bars i5 stnarli ly redu ced with inteas ing dis tance from the pi ers The prestressing force diagram has the form of a triallgle (Fig 7)

A transverse prestressing bar is also shown in Fig 8

Th o tMI type is thc in rnE as for the longitudinal prestressshying except for the bar diamet1 lr whi ch is 26 mm

Such bars hu e been placod along the deck s lab at equ al rl is tances of about 060 IIi

Finally in the same Fig 8 two inclined pr lressing bars can b o see n Thi kind of PICS lrossing wac neCltSsary in order La inlrodH ((~ s hearing fo rces opposed to th e ones due to the extcrnalloads T hese 32 mm diame ter 8t tW 1105 bars lra crsc with a 511 slope the box girdc l stems (2 in (wch s tem at horizontal di -tanclS or 070 - 120 m)

Thus the abovc described pres t ress ing in three direction ~ re utos an homolfcneo us hrirlge s t ru71urtl aht ~IVs working Lil SlagB 1 (exclUSI on of neu tra] areas 10 all sec tIOn )

A very i imflnr prestress ing seheme app lies also to the box abutment laquo D~

4_4 Steel relnrorccment

The s Le(ll ll ~inforccme lit used in the whole s t ructure either confo rl1111 to the regulation require monts as regards the IIInimum s leel Pcncntage o r is placed as thcrm [l ~ s tress relTlforce mcn Lo In s lructurJ1 members h[l iOg a t hickness greater than 10 Ill It conists o r Sl III bars according to tho German spc(ifications_

5 BrIdge construction stagbullbull

Th e various stagnti during bridge cons truc lion are presen ted in Fig 9

The bridge analysis has been carried out assu ming th o final statical system and the final working load cu nditio ns but all s truc tura l members ano critit411 sec t ions have been a lso checked fur in termediatr COns trucLion stage ro nditions_

Aftel completion oC the foo t_ings using the convent~o~a1 mclhods and erceLwll of the IHer waUs uSing the selfrls lllg rorm t sys tem the pier heads were erec ted the frame work being s upported by the pier s terns Each pier hNld is symshymllli caL in res pect to the lwin pitr wall s wiLll an oVtl lall leng th o r 1400 m

Two iS p ((~ia l sliciing wJg~ns an chored in th e new~y torrrH1d pier heads we rC used during subsequent cons ruc lion stages a working platforms and as mcmbcls s upp orting the conshycrete (OIIOS required for the systelllatic erection or each of th u 350 Tn long b ox gird er sl3glllluls whi ch gradually formed the twu supetStructure arms cantilttring fr om buth sid es of the pie r heads

A t the same lillie a 600 m long tableway s panniltg the whole bridge llong it axis was mounted ror Concrete dJj vcry purposes

The same frce cantile ve r cOOStlu i tion fiys te m was al3o used for the erec lion of the one-sided arm prOjecting frOIn the rock

Arter oom pletion o r the th rci~ spa ns a no moun ting of the cOlresponrling m idspan hinges con5lnutiotl uf the two

maining arm8 cantil eve ring frm the laquoU~ pir bcga~ and wnl co mple ted (lxarUy as mentlOne(i ahul~ lmrrwdlfl tely followed Iho nrcc tion of the ~A~ ahutment on which the elld or tJw con csponding alm i to rl~fit Rpedal meafi ures wtC tak(m to (li~posf uf thn lHlt generated in concrete membl~rs of considerable Ihitkncss

239 AllpLIO~ 1971

laquoThe Totorno Bridgeraquo Dellgn Iy A Ikonomovmiddot

1 Introduction

The Tatarn a Bridge across the Acheloos ri ve r ncar Kremashysta hydroelectri c plan t and ea r th dam in central Greece (Fig 1) is now under construction and will be completed in a month According to the Greek mythology the Acheloos was the king of rivclS and the father of the sirens

The loeution and the form of the bridge have been imp osed by tramc soil and construction condition~ as well as by static analysis requ iremen Is

Due to the form of th e terrain at the bridge 5ite there was a unique solution in se lecting the location of the piers found on two elevated rock formations

In general the bridge site chosen and sta ti cal design made by the consulting Engintering Firm A Ikono mou 11 have led to a solution tha t was officially characterized as t he most complete and econo mical compared to any other s ubmitted for the same project

2 Bridge Delcrlptlon and G~om~try

The bridge with an overall length of approx h90 m inclushyding the abutments consists of three spans the first 01 which is 97 m the second 196 m and the third 15050 m long The firs t span lies on a hori zo nlal curve (Fig 3)

Here are some specia l feat ures of the bridge 2 1 The twin-well form of the piers Band C ensures that the whole structure will be stable not only during bridge operalion but also during the cons tructio n stages

22 The 5250 m long cantilever beam which protrudes Crom one side 0 ver the lake

23 The abutment D from which the above mentioned cantilever beam FD projects is formed as an internaUy di vided box To ascertain the equ ilibrium of the FD bearnshyabutment system the near part or the box is filled with dense gravel formin g a counterweigh t Additional rock anchorages are provided fo r extra safety reasons

24 The horizontaly cur ved span AB whose end A has a distance or 1150 m from the BD bridge axis

2 5 Th e 196 m long midd le s pan

Z 6 T he 15050 m third span

27 The hinges at midspans of BC and CD Both spa ns consist of two cantilever beams connec ted at the middle of the span with special hinges Every hinge can transfer only shear forces with correspond ing zero bending moments which affects ravorably the size of the cross-secUon at midshyspan par ticularly in the area where the weight of the supershystruc ture acts with the maximum lever arm on the piers F ree contraction and ex pansion or the cantilever beams is possible through the use of midspan hinges while the use of expensive blarings on the piers is completelY avoided

28 The massive hollow box-girder superst ructure as shown in cros-sec tion in Fig 4 sec t ion e-e (straight bridge) and Fig 4 sedion a-a (curved bridge)

29 The considerable dilTerence of the bending moments acUng on both sides of the pier heads which is trans ferred to the pie r legs owi ng to the triangular rormation of their heads

3 COdRI Aumptlon and mat~rlall

The hridge analys is has been based on the 60 ton s tandard veh icle according to German specifica tions which are applishycable in Gre(~te The Oerm an regulations have been also followe d as regards the selection of allowa ble st r~sses

A latera l formula earthqu ake coeffi cient of 4 was used in the analysis

Creep and s hrinkage coe ffi cients of Krp= 20 a nd e 201 s C have been assumed

The peak of the maximum cal culated contact pressure on the rock amou nts to 17 kp cm

Concrete of quality B300 was used for piers and abutment lA~ while a higher quality of B450 was necessary for bht supers tructure and the abutmen t laquo(Do

Asteel reinforcemen t of grade I II was used ror non-tensionshyed members

The pres tressing s teel used was of the DYWIDAG preshystreSSing system St 80105

oNEOTOPFLAGER bearings o[ the 0 H H Firm were used at poi nt ~A~ At points ~E) and IIFo two pairs or G H H poinls permiUinl hor izontal displacements or 37 cm and 23 cm corr41s pondingly we re incorporated toge ther with a special arra ngcmen t protecting them from the wa ter action

At sec tions ~A (IE~ and laquoF G H H pavement join ts type e 250 ev 230 and e 370 and side walk joints type ee ~50 eve 230 and CG 370 were used

4 D~llg and analYll1

~ t Design The abutment Ais formed as a box having wall thicknesses of 60 cm which is filled with gravel to ens ure the prop er stabiliLy

The cen tral piel Braquo consists of two ve rti cal walls with an axial distance of 70 m between them and a constant thickness of 150 m The width of the walls varies with the height being 520 m at the to p or the pier and 720 m at the base im mediately above the head of the fooLing The overall height of the pie r (excluding the height of the footshying) is 2150 m The footings of the piers and the abu tments are based directly on the bedrock consisting of limestone

The pier ~C)) is si milar to the pier lton except that it is 180 m high

Rorn In 1936 Grad uated froro National TIch ol ~middot1 UPlven Hyof ra nc~ Plrllcl ~al cd also In Internallonll ~clpnUhc COmm lll ee8

tlH~ns In 1959 FlrHl at 3d loth nd mttt year Orad u at~d doshy MClnb(r of the )nt~roallonal COlnmltter nil eilrthqua ktr or u u tr iP (Ior n~neer t 9li5 Conrerenccs - Dccl lraLlon$ 11 In I1rCIce 3 In (~cdcraU ()1l inLcrllulwnai de Plecontraill ) 7 Scien tific work~ J)ushyttt rct o f Europe I In Arrlca Oirnl 2 In tlH ~ A ParticipaLed In bliIf~d Sin c t 9[)9 keO(ls or~lce Or sLndles on works special reshy1J13ny o Uler and personal declarations In t I Inlerna tlo(lal Conre- qulrements

TaxvlIIc Xpo vurA middotAnp(OC 1971

The abutmen t D is a closed box with wall Lhicknesses DC 60 cm and a base slab thickn~ss varying frolll 4585 m lo 200 m and the rear haH of it is filled with gravel

The luperstruclura consis ts of a box girder whose s le m s Lickn SitS vary fIo m 30 Lo 38 e m (0 1 the straight parLi a lld from 30 50 70 em for lhe curved portion AB

The bollom sla b is 01 5 middot 200 m thick wbilc Un dl)ck s lab th ickn( s varies from 18 to 65 em

The external dimtmsiuns (ub) of the box are also valiabl r 1050x 520 m near the i(BlI and C~ piers reduced to 40 x 520 m at the cen tral jOints

On both sides of the deckslab a rantilrver slah section 175 m -vide is form ed by means at a special OIlC Ie te placing wagon After concrete placement and pavemellt roinlorshycin~ with -I t ~ ( b JImiddot~ cxt1nding into the LOp sklbt Lhe fin a l width of the bridge ~ upers tru c ture (9tO TIl is cNl a ted TrlII svcrsc diaphragms SO em thick at distances of 2450 ID

increas e the sllfT nes of the box ltirder sec tion ueh diashyphragms havo been placed on bo th s ides or each or Ihe join ls liB and F as welI as nenr the s upport area f Ao Additional diaphragms have bue n provided over the top of fh arid C pier in order to transfer the s upers lrud uro rorces Lo lhe twill pier legs 1lIn ar rangemont of a cou nterweight on the OIW side be tween th e two diaphragm and nCar the j uint A~ has pl()v Ld to bn [l o~()ssa ry to ens ure that the bri d~ will be 5table during the unstruclion stage and th f utilization period

The roaoway slliace alon~ the bridge lies on a (I(st verliLal curve with a 15000 m radius

Th e cro~s-secLi o n at the symmetlic points o n both sides or the pIers appe ar to be identical excop t those belonging to the cantill~ver arm AB which shows a tra ns verse 3lope of up to 8 owing to lhe horizo l) tal curvatun~ of the bridg(~ aXIS

42 Analysl9 ilnd plaos

The bridge analysis has bc( ~ n carried ou t mainly by mellns of electronic computation l1 o r (~ than BOO co nslruction and detail plans havo been prlJ-par(d in order to e nsule the rapid and correct placement of all com ponf nts pre5tress illg members reinrorci ng Jars and various constructiun eleshyments (such as scupp ers and construction wagaon anclioring hOOkS)

The statiGal ~ystem is 9-told statically indctcr1n inal th l internal indeterminacy of the twin-wall pier no t heen tak i) 1l in to acellunl

Th~ main redundant (or(es th at is the shearing (orces at the oA tI I Eraquo and F o hinges havo the influence lines shown in liig 5 as detl rmined by the computc l These shea r forces should have definate alues a t the beginning of the hinge fun d ion and art Icnclalcd by means o r hydraulic jacks_ GI~ome try and sectional propcr tiel ot the br~dgc are sllo [1 in F ig 6 b

The internal forces ie slu a rin~ fortes and bendi n~ mOlllontti for a ll considered load eonditions are shown in FIR 6 a c

The calculations and plans h ave been checked a nd approved by the Ministry of Public Works

48 Prostrcs8iog

A limileo (J lt~ lressing according to the Uu rlll ltm sJl edficashyLi on 0 r 4 2~j has been applied to the bridge

The DYWIDAG prestressingsyslem in co njuc tion with the free caolilever DYWfOAO co ns lrll t lion method have forlllPd middotthe basG for the design analysis and eon8trudiun of tillt bridge

F or the longitudinal prestress ing ~tre l bars with n diall1ekl o r 32 mm lype ~SI GMA STAHL sl 80 1 05~ ie with a yield poin t amounting to 80 kp Imm~ and ultim a te s trength nshy

mounling to 105 kp jrn m2 a nd a lo tal pres tressing rorce or 66 Mp per bar have hne n used _A lolal of JJ2 Jars (Fig ) corresponding to a 15520 Mp pres Lress ing fOI(e have been pla1cd over lhe picr5 lltcir a rra ngement at a half-sectio n is s hown in Fig 8

T he number of bars i5 stnarli ly redu ced with inteas ing dis tance from the pi ers The prestressing force diagram has the form of a triallgle (Fig 7)

A transverse prestressing bar is also shown in Fig 8

Th o tMI type is thc in rnE as for the longitudinal prestressshying except for the bar diamet1 lr whi ch is 26 mm

Such bars hu e been placod along the deck s lab at equ al rl is tances of about 060 IIi

Finally in the same Fig 8 two inclined pr lressing bars can b o see n Thi kind of PICS lrossing wac neCltSsary in order La inlrodH ((~ s hearing fo rces opposed to th e ones due to the extcrnalloads T hese 32 mm diame ter 8t tW 1105 bars lra crsc with a 511 slope the box girdc l stems (2 in (wch s tem at horizontal di -tanclS or 070 - 120 m)

Thus the abovc described pres t ress ing in three direction ~ re utos an homolfcneo us hrirlge s t ru71urtl aht ~IVs working Lil SlagB 1 (exclUSI on of neu tra] areas 10 all sec tIOn )

A very i imflnr prestress ing seheme app lies also to the box abutment laquo D~

4_4 Steel relnrorccment

The s Le(ll ll ~inforccme lit used in the whole s t ructure either confo rl1111 to the regulation require monts as regards the IIInimum s leel Pcncntage o r is placed as thcrm [l ~ s tress relTlforce mcn Lo In s lructurJ1 members h[l iOg a t hickness greater than 10 Ill It conists o r Sl III bars according to tho German spc(ifications_

5 BrIdge construction stagbullbull

Th e various stagnti during bridge cons truc lion are presen ted in Fig 9

The bridge analysis has been carried out assu ming th o final statical system and the final working load cu nditio ns but all s truc tura l members ano critit411 sec t ions have been a lso checked fur in termediatr COns trucLion stage ro nditions_

Aftel completion oC the foo t_ings using the convent~o~a1 mclhods and erceLwll of the IHer waUs uSing the selfrls lllg rorm t sys tem the pier heads were erec ted the frame work being s upported by the pier s terns Each pier hNld is symshymllli caL in res pect to the lwin pitr wall s wiLll an oVtl lall leng th o r 1400 m

Two iS p ((~ia l sliciing wJg~ns an chored in th e new~y torrrH1d pier heads we rC used during subsequent cons ruc lion stages a working platforms and as mcmbcls s upp orting the conshycrete (OIIOS required for the systelllatic erection or each of th u 350 Tn long b ox gird er sl3glllluls whi ch gradually formed the twu supetStructure arms cantilttring fr om buth sid es of the pie r heads

A t the same lillie a 600 m long tableway s panniltg the whole bridge llong it axis was mounted ror Concrete dJj vcry purposes

The same frce cantile ve r cOOStlu i tion fiys te m was al3o used for the erec lion of the one-sided arm prOjecting frOIn the rock

Arter oom pletion o r the th rci~ spa ns a no moun ting of the cOlresponrling m idspan hinges con5lnutiotl uf the two

maining arm8 cantil eve ring frm the laquoU~ pir bcga~ and wnl co mple ted (lxarUy as mentlOne(i ahul~ lmrrwdlfl tely followed Iho nrcc tion of the ~A~ ahutment on which the elld or tJw con csponding alm i to rl~fit Rpedal meafi ures wtC tak(m to (li~posf uf thn lHlt generated in concrete membl~rs of considerable Ihitkncss

TaxvlIIc Xpo vurA middotAnp(OC 1971

The abutmen t D is a closed box with wall Lhicknesses DC 60 cm and a base slab thickn~ss varying frolll 4585 m lo 200 m and the rear haH of it is filled with gravel

The luperstruclura consis ts of a box girder whose s le m s Lickn SitS vary fIo m 30 Lo 38 e m (0 1 the straight parLi a lld from 30 50 70 em for lhe curved portion AB

The bollom sla b is 01 5 middot 200 m thick wbilc Un dl)ck s lab th ickn( s varies from 18 to 65 em

The external dimtmsiuns (ub) of the box are also valiabl r 1050x 520 m near the i(BlI and C~ piers reduced to 40 x 520 m at the cen tral jOints

On both sides of the deckslab a rantilrver slah section 175 m -vide is form ed by means at a special OIlC Ie te placing wagon After concrete placement and pavemellt roinlorshycin~ with -I t ~ ( b JImiddot~ cxt1nding into the LOp sklbt Lhe fin a l width of the bridge ~ upers tru c ture (9tO TIl is cNl a ted TrlII svcrsc diaphragms SO em thick at distances of 2450 ID

increas e the sllfT nes of the box ltirder sec tion ueh diashyphragms havo been placed on bo th s ides or each or Ihe join ls liB and F as welI as nenr the s upport area f Ao Additional diaphragms have bue n provided over the top of fh arid C pier in order to transfer the s upers lrud uro rorces Lo lhe twill pier legs 1lIn ar rangemont of a cou nterweight on the OIW side be tween th e two diaphragm and nCar the j uint A~ has pl()v Ld to bn [l o~()ssa ry to ens ure that the bri d~ will be 5table during the unstruclion stage and th f utilization period

The roaoway slliace alon~ the bridge lies on a (I(st verliLal curve with a 15000 m radius

Th e cro~s-secLi o n at the symmetlic points o n both sides or the pIers appe ar to be identical excop t those belonging to the cantill~ver arm AB which shows a tra ns verse 3lope of up to 8 owing to lhe horizo l) tal curvatun~ of the bridg(~ aXIS

42 Analysl9 ilnd plaos

The bridge analysis has bc( ~ n carried ou t mainly by mellns of electronic computation l1 o r (~ than BOO co nslruction and detail plans havo been prlJ-par(d in order to e nsule the rapid and correct placement of all com ponf nts pre5tress illg members reinrorci ng Jars and various constructiun eleshyments (such as scupp ers and construction wagaon anclioring hOOkS)

The statiGal ~ystem is 9-told statically indctcr1n inal th l internal indeterminacy of the twin-wall pier no t heen tak i) 1l in to acellunl

Th~ main redundant (or(es th at is the shearing (orces at the oA tI I Eraquo and F o hinges havo the influence lines shown in liig 5 as detl rmined by the computc l These shea r forces should have definate alues a t the beginning of the hinge fun d ion and art Icnclalcd by means o r hydraulic jacks_ GI~ome try and sectional propcr tiel ot the br~dgc are sllo [1 in F ig 6 b

The internal forces ie slu a rin~ fortes and bendi n~ mOlllontti for a ll considered load eonditions are shown in FIR 6 a c

The calculations and plans h ave been checked a nd approved by the Ministry of Public Works

48 Prostrcs8iog

A limileo (J lt~ lressing according to the Uu rlll ltm sJl edficashyLi on 0 r 4 2~j has been applied to the bridge

The DYWIDAG prestressingsyslem in co njuc tion with the free caolilever DYWfOAO co ns lrll t lion method have forlllPd middotthe basG for the design analysis and eon8trudiun of tillt bridge

F or the longitudinal prestress ing ~tre l bars with n diall1ekl o r 32 mm lype ~SI GMA STAHL sl 80 1 05~ ie with a yield poin t amounting to 80 kp Imm~ and ultim a te s trength nshy

mounling to 105 kp jrn m2 a nd a lo tal pres tressing rorce or 66 Mp per bar have hne n used _A lolal of JJ2 Jars (Fig ) corresponding to a 15520 Mp pres Lress ing fOI(e have been pla1cd over lhe picr5 lltcir a rra ngement at a half-sectio n is s hown in Fig 8

T he number of bars i5 stnarli ly redu ced with inteas ing dis tance from the pi ers The prestressing force diagram has the form of a triallgle (Fig 7)

A transverse prestressing bar is also shown in Fig 8

Th o tMI type is thc in rnE as for the longitudinal prestressshying except for the bar diamet1 lr whi ch is 26 mm

Such bars hu e been placod along the deck s lab at equ al rl is tances of about 060 IIi

Finally in the same Fig 8 two inclined pr lressing bars can b o see n Thi kind of PICS lrossing wac neCltSsary in order La inlrodH ((~ s hearing fo rces opposed to th e ones due to the extcrnalloads T hese 32 mm diame ter 8t tW 1105 bars lra crsc with a 511 slope the box girdc l stems (2 in (wch s tem at horizontal di -tanclS or 070 - 120 m)

Thus the abovc described pres t ress ing in three direction ~ re utos an homolfcneo us hrirlge s t ru71urtl aht ~IVs working Lil SlagB 1 (exclUSI on of neu tra] areas 10 all sec tIOn )

A very i imflnr prestress ing seheme app lies also to the box abutment laquo D~

4_4 Steel relnrorccment

The s Le(ll ll ~inforccme lit used in the whole s t ructure either confo rl1111 to the regulation require monts as regards the IIInimum s leel Pcncntage o r is placed as thcrm [l ~ s tress relTlforce mcn Lo In s lructurJ1 members h[l iOg a t hickness greater than 10 Ill It conists o r Sl III bars according to tho German spc(ifications_

5 BrIdge construction stagbullbull

Th e various stagnti during bridge cons truc lion are presen ted in Fig 9

The bridge analysis has been carried out assu ming th o final statical system and the final working load cu nditio ns but all s truc tura l members ano critit411 sec t ions have been a lso checked fur in termediatr COns trucLion stage ro nditions_

Aftel completion oC the foo t_ings using the convent~o~a1 mclhods and erceLwll of the IHer waUs uSing the selfrls lllg rorm t sys tem the pier heads were erec ted the frame work being s upported by the pier s terns Each pier hNld is symshymllli caL in res pect to the lwin pitr wall s wiLll an oVtl lall leng th o r 1400 m

Two iS p ((~ia l sliciing wJg~ns an chored in th e new~y torrrH1d pier heads we rC used during subsequent cons ruc lion stages a working platforms and as mcmbcls s upp orting the conshycrete (OIIOS required for the systelllatic erection or each of th u 350 Tn long b ox gird er sl3glllluls whi ch gradually formed the twu supetStructure arms cantilttring fr om buth sid es of the pie r heads

A t the same lillie a 600 m long tableway s panniltg the whole bridge llong it axis was mounted ror Concrete dJj vcry purposes

The same frce cantile ve r cOOStlu i tion fiys te m was al3o used for the erec lion of the one-sided arm prOjecting frOIn the rock

Arter oom pletion o r the th rci~ spa ns a no moun ting of the cOlresponrling m idspan hinges con5lnutiotl uf the two

maining arm8 cantil eve ring frm the laquoU~ pir bcga~ and wnl co mple ted (lxarUy as mentlOne(i ahul~ lmrrwdlfl tely followed Iho nrcc tion of the ~A~ ahutment on which the elld or tJw con csponding alm i to rl~fit Rpedal meafi ures wtC tak(m to (li~posf uf thn lHlt generated in concrete membl~rs of considerable Ihitkncss