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The dams of the Seine basin
80A
An analysis is ~ e s e ~ of the design features of modern dam. developed in France.~ Dams, their appurtenant struct ~ e a ~ their i n e t r ~ i o n are considered. A large ~ar of examples of different types of dam are given.
75z LORDE,P Dam design in French practice; Part two; 7F. W A ~ P~R A ~ DAM CONS~R.~.1975,Psg~-398. An imdication of ~xle~n French practice is given in this article which looks at some dams built recently by Franch emginears; The roles that instrumentation and testing ~lay is emphasized by the author.
7~ T~EVENIN,J The dams c~ the Seine Basin. 4F. WATER P~R A ~ DAM CONSTR.0CT.l~75,F368-372. MCI~TIq~E,JM Australias Julius dsm: 5F. W A T ~ P~R A~D DAM CONS~R.~AN.1976,P~5-28. 7~5 SCOTT,BG Fail~e a ~ reccmetruction of an old earth dmm.~F.
w~
~m ~
confined ccc~ression tests on cylindrical core specimens appeared to underestimate, and point-load tests to overestimate %he strength of the mudstor~. Test loading of a driven test pile showed that adequate bearirg capacity was developed with much smaller depth of penetration into the mudstone than required for the bored piles.
760 SEARLE,IW B A ~ , R F The behavio~r of driven cast in situ and bored piles in veathered Chalk. ~,SR. G~QUE,V26, NI,1976,F21-32. Pile test records for Pramki piles ar~ percussion bored piles in chalk are analysed to d e t e m m ~ pile behaviour umder load and the parameters by whiCh it is influenced: Pile penetration resistamces foll~ the trend of SPr N values, but the relationship between the two is not consistent between sites. The effect of pile drivirg on the static core penetration point resistances at one site was to produce a 2-4 fold increase. A design method is proposed using the theoretical trends of pile behaviour with pile properties to obtain an empirical pile stiffness. The empirical results have been compared with the theoretical by using a published relationship between the SPT N value and elastic modulus, with which the results were found to be reasonably consistent.
DAM CO~.~.1976,~3-B6.
761 7~6 L~AS, J Firs~ prestreesed arch a,.. in ~he UDi~ed States.2F. W A ~ R4R ARD DAM CONS~R.FEB.1976,P21-2~.
757 EDERN~,RM LC~D,AE AcoUstic emission moDi%oring of earth dam stability; fir,IT,ITR. W~ PWR A ~ DAM CO~.APR.1976,P~5-~9. While it has long b e e n r e c o ~ i z e d t h a t e a r t h masses gene r a t e s ~ d i b l e sotmds d ~ i ~ defca~tio~ little practical use has been - = ~ of %his ~ n ~ ; Smch s c ~ s are moa~ apperen~ ~ . N ~ a % a l y prior to a ~ duri~ failure; This peper e ~ n e the ~ h D i q u e s u s e d for the monitori ~ of ~ masses, a ~ discusses sane case histories.
HGHBS,NE ROBINS,P Compression and tension tests on driven piles in
ch~:
8F,~, TR.
G~CDE, V26, NI,1976,P33"46. Loading and pull-ou% tests were carried out om a rammer of closed-end s~eel tube and H-section piles driven varyi ~ distances into gravel amd chalk. Maintalz~d los~ tests immediately followed by constant rate of penetration tests were carried out 5 to ~0 da~s after drivir~, and followirg a further interval of 24 to 50 days the piles were subject to pulling tests. The end resistance (EN/m2) was 200 to 280 times the SPT N value for the H-piles ar~ 230 times for one steel tube pile. The Niley dynamic resistance overestimated %he static resistance by about 30%. The perfc~mances of the piles are c c e ~ e d in terms of efficiency and price per ton of load carried.
762
Foundations
COLE,E~ OVE ARUP,LONDON,GB STROUD,MA OVE ARUP,LONDON,GB Rock socket piles at Coventry Point, Market Way,
7~
coventry: n~, 3%15R.
VASSILOPOt~0S,E ~ tests on various pile types in travertimlc r o c k ; GF, 2T,IR. GEOTECHNIQ~E,V26,NI,I~76,PI3"20. The subsoil at a powerl~ant in N~r~hern Greece is a calcareous tuff with an ~-ratic IX~OUS structure containing lenses of cohesionless material amd m a ! l cavities: Pile load tests were e ~ i e d out on driven wooden piles, driven ~ e c a ~ comcrete piles a ~ east in-situ concrete piles in c ~ e r to ea~Imete ~am~esihle File Ice,s. Test pile l e ~ were between 2.M am~ 8.5m, and test loads ranged up to TOt." The hishest settlements (up %0 l~mm) were re~m~ed for wooden piles. The driven concrete piles e e t ~ about ~ and these cast in situ about Imm with a high elastic r e ~ : U l % i ~ e pile cal~city was ~ot reached in the loe~ ~ests.
759 WZLSON,LC Tests of ~ aml driven piles in Cretaceous mu~stome at P ~ Elizabeth, South Africa. 7F, 2T,IaR. GEOIeCHRX~IE,V26, RI,1976,P5-12 • Three ~ e d t e e t imLlesweTe loecled I;o fail1~e to d e f e r mine design values far -~-~ adhesion azd emd ~earlng in pile sockets in millstone; The ul~mate end bearing capecity was Dine ~ m m s the 1 ~ shear s t r e ~ of the rock, and %he average shaft adhesion factor was 0.2. Un-
~6~jE, V26, Nl,1976,I~7-G2. Two interllnked m u l t i - s t o ~ office blocks are four,led on 5m of fill add firm silty s a ~ clay ove~lyiDg siltstones and samdatones of varying s~e~gth intarbe@led with bands of mmdstone extensively weathered. Rock socket piles provided ~ necesss~y s ~ ar~ flexibility leading to eeonce~ in design: A pile load test ~as carried out to guide the design fc~ which little l~Ablished precedent was available; Rstrospestively, the measured l~formance of the test pile a~i building have been exsmir~d usir~ data and methods available more recently. The performance has been found to ~e in good agreement with published ir~ormation; Creep has beem found to be of considerable significance. W~,DL D.L.WEHB ASSOC.,DtRBAN,ZA The behaviour of bored piles in weathered diabsse. 6F, 2T, ~R. G ~ ~ , V26, NI,1976,P63"72. Accurate estimates of pile settlements were necessary because of the low tolerar~e of a hospital structure to uneven settlenmnt: As part of a p i l e t e s t p r o ~ , t~o b o r e d p i l e s fomxled on ~ w e a t h e r e d d i a b a s e were l o a ded t o f a i l u r e . * One o f t h e p i l e s was c a s t on a d i s c of e x p a ~ e d p o l y s t y r e n e t o e l i m i r ~ e e ~ l b e a r i r ~ l o a d and t h e other was cast in the normal way so that shaft frictior~l
An analysis is ~ e s e ~ of the design features of modern dam. developed in France.~ Dams, their appurtenant struct ~ e a ~ their i n e t r ~ i o n are considered. A large ~ar of examples of different types of dam are given.
75z LORDE,P Dam design in French practice; Part two; 7F. W A ~ P~R A ~ DAM CONS~R.~.1975,Psg~-398. An imdication of ~xle~n French practice is given in this article which looks at some dams built recently by Franch emginears; The roles that instrumentation and testing ~lay is emphasized by the author.
7~ T~EVENIN,J The dams c~ the Seine Basin. 4F. WATER P~R A ~ DAM CONSTR.0CT.l~75,F368-372. MCI~TIq~E,JM Australias Julius dsm: 5F. W A T ~ P~R A~D DAM CONS~R.~AN.1976,P~5-28. 7~5 SCOTT,BG Fail~e a ~ reccmetruction of an old earth dmm.~F.
w~
~m ~
confined ccc~ression tests on cylindrical core specimens appeared to underestimate, and point-load tests to overestimate %he strength of the mudstor~. Test loading of a driven test pile showed that adequate bearirg capacity was developed with much smaller depth of penetration into the mudstone than required for the bored piles.
760 SEARLE,IW B A ~ , R F The behavio~r of driven cast in situ and bored piles in veathered Chalk. ~,SR. G~QUE,V26, NI,1976,F21-32. Pile test records for Pramki piles ar~ percussion bored piles in chalk are analysed to d e t e m m ~ pile behaviour umder load and the parameters by whiCh it is influenced: Pile penetration resistamces foll~ the trend of SPr N values, but the relationship between the two is not consistent between sites. The effect of pile drivirg on the static core penetration point resistances at one site was to produce a 2-4 fold increase. A design method is proposed using the theoretical trends of pile behaviour with pile properties to obtain an empirical pile stiffness. The empirical results have been compared with the theoretical by using a published relationship between the SPT N value and elastic modulus, with which the results were found to be reasonably consistent.
DAM CO~.~.1976,~3-B6.
761 7~6 L~AS, J Firs~ prestreesed arch a,.. in ~he UDi~ed States.2F. W A ~ R4R ARD DAM CONS~R.FEB.1976,P21-2~.
757 EDERN~,RM LC~D,AE AcoUstic emission moDi%oring of earth dam stability; fir,IT,ITR. W~ PWR A ~ DAM CO~.APR.1976,P~5-~9. While it has long b e e n r e c o ~ i z e d t h a t e a r t h masses gene r a t e s ~ d i b l e sotmds d ~ i ~ defca~tio~ little practical use has been - = ~ of %his ~ n ~ ; Smch s c ~ s are moa~ apperen~ ~ . N ~ a % a l y prior to a ~ duri~ failure; This peper e ~ n e the ~ h D i q u e s u s e d for the monitori ~ of ~ masses, a ~ discusses sane case histories.
HGHBS,NE ROBINS,P Compression and tension tests on driven piles in
ch~:
8F,~, TR.
G~CDE, V26, NI,1976,P33"46. Loading and pull-ou% tests were carried out om a rammer of closed-end s~eel tube and H-section piles driven varyi ~ distances into gravel amd chalk. Maintalz~d los~ tests immediately followed by constant rate of penetration tests were carried out 5 to ~0 da~s after drivir~, and followirg a further interval of 24 to 50 days the piles were subject to pulling tests. The end resistance (EN/m2) was 200 to 280 times the SPT N value for the H-piles ar~ 230 times for one steel tube pile. The Niley dynamic resistance overestimated %he static resistance by about 30%. The perfc~mances of the piles are c c e ~ e d in terms of efficiency and price per ton of load carried.
762
Foundations
COLE,E~ OVE ARUP,LONDON,GB STROUD,MA OVE ARUP,LONDON,GB Rock socket piles at Coventry Point, Market Way,
7~
coventry: n~, 3%15R.
VASSILOPOt~0S,E ~ tests on various pile types in travertimlc r o c k ; GF, 2T,IR. GEOTECHNIQ~E,V26,NI,I~76,PI3"20. The subsoil at a powerl~ant in N~r~hern Greece is a calcareous tuff with an ~-ratic IX~OUS structure containing lenses of cohesionless material amd m a ! l cavities: Pile load tests were e ~ i e d out on driven wooden piles, driven ~ e c a ~ comcrete piles a ~ east in-situ concrete piles in c ~ e r to ea~Imete ~am~esihle File Ice,s. Test pile l e ~ were between 2.M am~ 8.5m, and test loads ranged up to TOt." The hishest settlements (up %0 l~mm) were re~m~ed for wooden piles. The driven concrete piles e e t ~ about ~ and these cast in situ about Imm with a high elastic r e ~ : U l % i ~ e pile cal~city was ~ot reached in the loe~ ~ests.
759 WZLSON,LC Tests of ~ aml driven piles in Cretaceous mu~stome at P ~ Elizabeth, South Africa. 7F, 2T,IaR. GEOIeCHRX~IE,V26, RI,1976,P5-12 • Three ~ e d t e e t imLlesweTe loecled I;o fail1~e to d e f e r mine design values far -~-~ adhesion azd emd ~earlng in pile sockets in millstone; The ul~mate end bearing capecity was Dine ~ m m s the 1 ~ shear s t r e ~ of the rock, and %he average shaft adhesion factor was 0.2. Un-
~6~jE, V26, Nl,1976,I~7-G2. Two interllnked m u l t i - s t o ~ office blocks are four,led on 5m of fill add firm silty s a ~ clay ove~lyiDg siltstones and samdatones of varying s~e~gth intarbe@led with bands of mmdstone extensively weathered. Rock socket piles provided ~ necesss~y s ~ ar~ flexibility leading to eeonce~ in design: A pile load test ~as carried out to guide the design fc~ which little l~Ablished precedent was available; Rstrospestively, the measured l~formance of the test pile a~i building have been exsmir~d usir~ data and methods available more recently. The performance has been found to ~e in good agreement with published ir~ormation; Creep has beem found to be of considerable significance. W~,DL D.L.WEHB ASSOC.,DtRBAN,ZA The behaviour of bored piles in weathered diabsse. 6F, 2T, ~R. G ~ ~ , V26, NI,1976,P63"72. Accurate estimates of pile settlements were necessary because of the low tolerar~e of a hospital structure to uneven settlenmnt: As part of a p i l e t e s t p r o ~ , t~o b o r e d p i l e s fomxled on ~ w e a t h e r e d d i a b a s e were l o a ded t o f a i l u r e . * One o f t h e p i l e s was c a s t on a d i s c of e x p a ~ e d p o l y s t y r e n e t o e l i m i r ~ e e ~ l b e a r i r ~ l o a d and t h e other was cast in the normal way so that shaft frictior~l