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Design charts for rigid airport runways
66A
bearing capacity of an inliviaual hydraulic ~rop consi-
dared as a thr~-member column subjected to com~ession amd bemlim~. The criterion of elastic stability of a l~Op for four different loadi~g systems was determined by an a p ~ i m a t i o n of the Rayleigh-Ritz energy method, makimg use of the LmJeune-Dirichlet principle of minimum total potential energy of the prop in a state of curved form equilihrlum. An e~ression was foumd for the limitimg values of lo~itudi~al a~d transverse loading for the r~m-~iz~ s~stems, the stress distribution was foumd for dc~ermimir~ the rsm~e of allowable stresses in the critical sections of the prop, ar~ an analysis was made of the mir~hn~m "overlap" of the upper prop by the main prop cylimi~. Calculations on stress distribution u s i ~ stress-resistance tenscmetry are described. It is recommemded that the clearances in the Joint between the main prop and the upper prop be kept to a m i ~ , and that eccentric loading anl stress concentrations be avoided as far as posslblev Auth:
Geological factors of importance in
Su r f a c e s t r u c t u res See also abstracts: 616,617.
630 EEDDY,AS PRANESH,MR Desi@n charts for rigid airport runways. SOILS FOUND,V15,N~,1975,Pl-12 • Influence charts are presented for obtaimir~ theoretica~ deflections and moments in concrete airport ~ slabs for interior loadi~. The subtitle material on which th~ concrete pavement r e s t s is idealisel by Filo~eDko-~c~odich ar~ Relas~er models which possess co~im~ty. The charts are similar to those presented by Pickett a ~ Ray in which the su~gra~e medium is idealise~ by Winkle~ model i Auth.
underground excavations
Dams and embankments
WALK~, LK C~DER ASSOCI~S, Mm~~ , AUS PECK,WA GEE/)ER ASSOC IATES,M~LBOUR~, AUS BAIN,ED GOLD]~ ASS0CIATES,M E L B O ~ , AUS Application of pressuremeter teetl~g to weathered rock l~ofiles: 7F, 2T,6R. 2ND AUS-N.Z.CONF.GEOMECH,BRISBA~,I~7~, INST.ENGRS,
See also abstracts: 599,614,670.
AUS NAT.CONF.Fu'BL.NO.75/I~,P287-Z91. 6Z8 PATERSON,S/ Emgiueerim~ ~ealogy of ths Fisher Hydro-Electric scheme, T e m - ~ - , 10F,2T,4R.
631 FROST,RJ Fou~ um~sual ceres for fill dams. 6F,6R. 2ND AUS-N.Z.CONF.GEC~ECH,~ISBANE, 1975,INST .EE~RS, AUS. NAT.CONF •PUHL.NO.75/~,P125-128 • The processe~ claystonc at M a ~ Dam, the ~avel-sandsilt at Tarbela Dam aul %he asphaltic c o n c r ~ am~ samd bitumen at %he High Islar~ Dams are describe~ in this paper. Auth.
632 The Fisher Hydro-Electric scheme involved a rockfill dam, fl~me, siphom amd carnal eom~TA~tion on the glaciated Central Plateau of Tasmania, and e h a ~ , tunnel, penstock a~i power station works in Jurassic dolerite, Permian sediments an~ p r s e a ~ r i a n ~ c s . The s i t e investigation consls~i~ Of surface mappi~, test pits, core cIx~11~ ~ seismic t r a v e r s e s is described. A tunhal bcrimg m ~ b ~ was used to ~rAve the 2.~m diam. Fisher tummml . The problems Of rock failure encom~ered in the weak sedimentary rocks t h r c ~ which the tunnel was bored are described.
Groundwater problems See also abstract: 603.
SI~ONS, JV Three dimensional behaviour of embankments. 5F,IT, 14R. 2ND AUS-N.Z.COX~.GEOMECHtBRISBANE,i~5, INS~.ENGRS ,
AUS n~T. CONF.~mL. ~0.75/% P134-138. Three ~tmemsioncl finite element stress analyses have beem made for two embankment dA~S in Ca~_ ~. At Duncan Dam core cracklr~ due to large a ~ irregular settlement was successfully modelled. At Mica Dam the cor~tribution of irregular, s~eep, skewed site topograp~ were not f~ to significantly i~fluence %he stress ~istri~utions cal culated in the main t~ar~verse section using a two dimemsiomal plane strain a s s u ~ l o ~ ~hls result was pleasing in the light of earller theoretical etu~/es on the subject. Frc~ these examples coucluslons ms~ be mad as %o the three dimensional behavicur of e~a2~ents. Practical applications such as these help to clarify th role of such finite element ~ y s e s . Auth.
6~9 P~N, SJ HYDRO-ELECT.OC~.TA~WANIA,AUS HALE,GE HYDRD'EL~CT.C(I~.TASMANIA,AUS IE~N,~B HYDRO-ELECT.~ .TASMANIA,AUS S t a h i l i z i ~ a far,slide above Fisher Penstock,
T~a. GF, IT, 3R. 2~D AUS-N. Z. CC~F . ~ ,
~RISBA~, 1975, INST. ENGRS,
AUS.NAT. CONF.IW/HL.NO.75/~,P31tl=318. A la~dallde occurred in T~lue above ~he penstock duri~ ccmmisslc~i~ trials for the Fisher H~iro-Elec~ric Scheme. Inveeti~atioms ahowe~ the slide to be initiated by pare p r e s s e s g ~ t e ~ l by a eab~tantlal rise in the water ~a~le resulti~ from leakage of ~ u ~ pressure water. Central was e f f e c t e d by ~ A ~ e by means of an a~It ~ystem in the ~ l e r l y i ~ 1~Irock and by establ~-hi~ a c~m~tU of draincge hales drilled through the talus from the surface ar~ into the adlt. Auth.
633 GARGA,VK PONT.CATH.UNIV.RIO DE JA~IRO,BR DA~SCH, A ETAP SA,RIO DE JANEIRO,BR An amalysis of stability of em~an~ents on soft cla~s. ?F,7R. 2ND AUS'N.Z.CONF .GE~MECH,BRISBANE,i~5, INST.ENGRS, AUS.NAT.CONF.Pt~L.NO.75/~, P16~-168. The pa~er ~resen~s a sim~le analysis for stability of finite a~i i~inite e m ~ n t s on sOf~ c l ~ s which tak into account the strer~th anisotropy, dessicatio~ cruet variation of cohesion with d e p ~ and the ~=cherge load Nomo~raphs for r ap i d evaluation of the factc~ of safety for slm~lified cases are also presentei. The results ah that the ~ e ~ g t h amlsotropy has a si~Iflcar~ effect o the factor of safety. The width of the embankment becom only in the case of constant cohesion with
bearing capacity of an inliviaual hydraulic ~rop consi-
dared as a thr~-member column subjected to com~ession amd bemlim~. The criterion of elastic stability of a l~Op for four different loadi~g systems was determined by an a p ~ i m a t i o n of the Rayleigh-Ritz energy method, makimg use of the LmJeune-Dirichlet principle of minimum total potential energy of the prop in a state of curved form equilihrlum. An e~ression was foumd for the limitimg values of lo~itudi~al a~d transverse loading for the r~m-~iz~ s~stems, the stress distribution was foumd for dc~ermimir~ the rsm~e of allowable stresses in the critical sections of the prop, ar~ an analysis was made of the mir~hn~m "overlap" of the upper prop by the main prop cylimi~. Calculations on stress distribution u s i ~ stress-resistance tenscmetry are described. It is recommemded that the clearances in the Joint between the main prop and the upper prop be kept to a m i ~ , and that eccentric loading anl stress concentrations be avoided as far as posslblev Auth:
Geological factors of importance in
Su r f a c e s t r u c t u res See also abstracts: 616,617.
630 EEDDY,AS PRANESH,MR Desi@n charts for rigid airport runways. SOILS FOUND,V15,N~,1975,Pl-12 • Influence charts are presented for obtaimir~ theoretica~ deflections and moments in concrete airport ~ slabs for interior loadi~. The subtitle material on which th~ concrete pavement r e s t s is idealisel by Filo~eDko-~c~odich ar~ Relas~er models which possess co~im~ty. The charts are similar to those presented by Pickett a ~ Ray in which the su~gra~e medium is idealise~ by Winkle~ model i Auth.
underground excavations
Dams and embankments
WALK~, LK C~DER ASSOCI~S, Mm~~ , AUS PECK,WA GEE/)ER ASSOC IATES,M~LBOUR~, AUS BAIN,ED GOLD]~ ASS0CIATES,M E L B O ~ , AUS Application of pressuremeter teetl~g to weathered rock l~ofiles: 7F, 2T,6R. 2ND AUS-N.Z.CONF.GEOMECH,BRISBA~,I~7~, INST.ENGRS,
See also abstracts: 599,614,670.
AUS NAT.CONF.Fu'BL.NO.75/I~,P287-Z91. 6Z8 PATERSON,S/ Emgiueerim~ ~ealogy of ths Fisher Hydro-Electric scheme, T e m - ~ - , 10F,2T,4R.
631 FROST,RJ Fou~ um~sual ceres for fill dams. 6F,6R. 2ND AUS-N.Z.CONF.GEC~ECH,~ISBANE, 1975,INST .EE~RS, AUS. NAT.CONF •PUHL.NO.75/~,P125-128 • The processe~ claystonc at M a ~ Dam, the ~avel-sandsilt at Tarbela Dam aul %he asphaltic c o n c r ~ am~ samd bitumen at %he High Islar~ Dams are describe~ in this paper. Auth.
632 The Fisher Hydro-Electric scheme involved a rockfill dam, fl~me, siphom amd carnal eom~TA~tion on the glaciated Central Plateau of Tasmania, and e h a ~ , tunnel, penstock a~i power station works in Jurassic dolerite, Permian sediments an~ p r s e a ~ r i a n ~ c s . The s i t e investigation consls~i~ Of surface mappi~, test pits, core cIx~11~ ~ seismic t r a v e r s e s is described. A tunhal bcrimg m ~ b ~ was used to ~rAve the 2.~m diam. Fisher tummml . The problems Of rock failure encom~ered in the weak sedimentary rocks t h r c ~ which the tunnel was bored are described.
Groundwater problems See also abstract: 603.
SI~ONS, JV Three dimensional behaviour of embankments. 5F,IT, 14R. 2ND AUS-N.Z.COX~.GEOMECHtBRISBANE,i~5, INS~.ENGRS ,
AUS n~T. CONF.~mL. ~0.75/% P134-138. Three ~tmemsioncl finite element stress analyses have beem made for two embankment dA~S in Ca~_ ~. At Duncan Dam core cracklr~ due to large a ~ irregular settlement was successfully modelled. At Mica Dam the cor~tribution of irregular, s~eep, skewed site topograp~ were not f~ to significantly i~fluence %he stress ~istri~utions cal culated in the main t~ar~verse section using a two dimemsiomal plane strain a s s u ~ l o ~ ~hls result was pleasing in the light of earller theoretical etu~/es on the subject. Frc~ these examples coucluslons ms~ be mad as %o the three dimensional behavicur of e~a2~ents. Practical applications such as these help to clarify th role of such finite element ~ y s e s . Auth.
6~9 P~N, SJ HYDRO-ELECT.OC~.TA~WANIA,AUS HALE,GE HYDRD'EL~CT.C(I~.TASMANIA,AUS IE~N,~B HYDRO-ELECT.~ .TASMANIA,AUS S t a h i l i z i ~ a far,slide above Fisher Penstock,
T~a. GF, IT, 3R. 2~D AUS-N. Z. CC~F . ~ ,
~RISBA~, 1975, INST. ENGRS,
AUS.NAT. CONF.IW/HL.NO.75/~,P31tl=318. A la~dallde occurred in T~lue above ~he penstock duri~ ccmmisslc~i~ trials for the Fisher H~iro-Elec~ric Scheme. Inveeti~atioms ahowe~ the slide to be initiated by pare p r e s s e s g ~ t e ~ l by a eab~tantlal rise in the water ~a~le resulti~ from leakage of ~ u ~ pressure water. Central was e f f e c t e d by ~ A ~ e by means of an a~It ~ystem in the ~ l e r l y i ~ 1~Irock and by establ~-hi~ a c~m~tU of draincge hales drilled through the talus from the surface ar~ into the adlt. Auth.
633 GARGA,VK PONT.CATH.UNIV.RIO DE JA~IRO,BR DA~SCH, A ETAP SA,RIO DE JANEIRO,BR An amalysis of stability of em~an~ents on soft cla~s. ?F,7R. 2ND AUS'N.Z.CONF .GE~MECH,BRISBANE,i~5, INST.ENGRS, AUS.NAT.CONF.Pt~L.NO.75/~, P16~-168. The pa~er ~resen~s a sim~le analysis for stability of finite a~i i~inite e m ~ n t s on sOf~ c l ~ s which tak into account the strer~th anisotropy, dessicatio~ cruet variation of cohesion with d e p ~ and the ~=cherge load Nomo~raphs for r ap i d evaluation of the factc~ of safety for slm~lified cases are also presentei. The results ah that the ~ e ~ g t h amlsotropy has a si~Iflcar~ effect o the factor of safety. The width of the embankment becom only in the case of constant cohesion with