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Centrifugal model tests of embankments on soft alluvial foundations
27A
absolute s a t t ~ t e , differemtlal settlsm~mxts and a~,l-~ distortions of s~rumtures, taking into account %he de~ormatdon cheractaristlcs of both the soils and the sln~ctures. Data from ohsarvations at tu~ sites eisht o l l tanks is ~Ivan. 265
results o f ~ a i e h sbow that these I:~perties are d~ferent in natural and rem~ulded conditions and in s a t ~ and umsaturated comdltions. The minara~iesl com|~sltion of t h e d i f f e r e n t s o i l f r a c t i o n s was dc-~c~d~ed ~ related to other soil l~oper~lem. The i~fluence of emrth. quakes on the soll and on d ~ foun~a%ions is ~Liseussed. ~ e s e l e c t i o n o f d e s i g n a n d t r e a t m e n t of dam fot~in~ions is discussed and is based on %he results of testing.
H ~ o ~ - ~ m i c a l structures on loessial collapsible soils. ~ o n f e r ~ e . Session four. ~,ITR.
P~OC.EIG~ I~T.CO~F.ON SOIL MECH.FOUND.~G. MOSCOW,I~,V2.2,F17-22. Various h y ~ r o ~ a l structures in Rumania have beem erected o n c o l l a l m i b l e loess soils in t h e past few y e a r s and i t h a s b e e n s e e n t h a t i n o r d e r t o a v o i d s u b s i d e n c e of structures special measures m e t be te.ken~ motably structures should be a d d l e to dlffer~tlal sub. sidence and water accessibility be/ow fo~m~-tions should be reduced. The paper ;resents design and building solu. tions for this ~roblem.
Embankments and e m b a n k m e n t dams 266 BASSETT,RH ~ I V . C A ~ I D G E , GB C~trifu~al ~ d e l tests of e~bsnk~ents on soft ~ , ~ i a l foundations. Co~fer~-~e. Session four. 15F,gR. PROC.EIGHTH INT.CONF.ON SOIL MECH.FOUND.E~GNG. MDSCOW, 197~,V2.2,P23-30. T h i s p a p e r describes t ~ series of centrifugal tests carried o u t o n a low a m b ~ s e c t i o n constructed o n soft alluvial f o u n ~ t ~ n s . ~he d a t a o b t a i n e d shows t h e develol~ment of fields of shear end volumetric strain and illustrates the fox~ma~n of fsil~re mecha~s~-. Models are descried which rel~esent a Prototype embankment and which were cons~amcted with actual so il from the slte. The s a m p l i ~ b u i l d l ~ and testi~ of t h e models a r e outlined end t h e p e r f o r m ~ e of t h e model coml~res favourably with an i n s t r ~ t e d section in the field. 267 CHANDI~,RJ PACHAKIS,M long term failure of a bank on a sollfluctio~ sheet. C o n f a r ~ e . SeasOn four. ~F,IT,6R. PROC.EIGRI~ INT.CONF.ON SOIL MECH.FOUND.ENGNG. MOSCOW, 1973,V2.2,1~5-51. A r e A l ~ e~ankme~t in N ~ r t h ~ n s h l r e , England, showed considerable instability some 70-80 years after construct. ion. It was found that the bank was founded on a solifluction sheet dating back at least i0,000 years, the shear surface at the base of th~ sollfluct~on sheet beIx~ %he seat of instability of the bank. Progressive displacmnemts occ~red due to the establishment of ~ongterm ;ore water ~essures controlled by a perched water table in the ballast beneath the railway track. Stability analyses suggest that the bank was o n l y unstable under the i n c r ~ t of undrained l o - ~ g provided by passing trains. ~ e bank was st~ilized by grouting in 1961 which has im~evemted complete failure.
Dams other than e m b a n k m e n t dams 268 ANAGNOSTI,P Storage ~--~ foozled on collapsln6 l o e s s soils. Conference. Session four. 3F. I~ROC.RTG~ INT.CONF.oN SOIL MECH.FOUND.~2~GNG. MSSCOW,1973,V2.2,PT-LI. Some storage ~ m in LS~ya are located in regions covered by thick deposits of loessial soils. These deposits cover the valley floors in Im~ers r s ~ from 5 to 2 nm i n thickness. L~oratory and field tests were married out to det=~ine the physical properties of %his soll the
Foundations See also abstracts: 190,191,206,266,289,296. GIL-KI~,B Laboratory tests on the influence of ~round creep on the su~sidenme of b u i ~ foumdations .In Polish. P~ .G~OWN.~3T .SORN.N61~,197~,P3-10. Results from la1~ratory tests undertakem as pert of an investigation into %he influence of horizontal strains in the bedrock on building foundations are presented and discussed. 270 FOSS, I Red soil from K ~ a as a f o u ~ t i o n material. Con. feremce. Session four. 6F,PT,gR. PROC.EIGHTH INT.CORF.ON SOIL )~CH.FOE~D.~GNG. ~DSCOW,1973,V2 " 2 ~ l ~ . Triaxial tests on undisturbed s ~ l e s of red clay show that the shear s t r ~ t h is higher than mormal for highly plastic cl~ys~ end plate bearing tests indicate that only 1~Itsd shear failure takes place w h ~ a certain critical stress is exceeded. A settl~ment criterion rosy ther~ore decide the foundation design. Red soil is mush --re compressible ~hen wet than when dry, and this ms~ lead to differential s e t t l ~ t of structures when o u t e r f o o t i n g s become wet d u r i n g t h e r a i n y s e a s o n , b u t i n t e r i o r f o o t i n g s r ~ - ~ t n d r y . T e s t ' r e s u l t s and s u g g e s t i o n s f o r f o u n d a t i o n d e s i g n a r e l~resented h e r e .
271 AMESZ,AW I~T .FOUND.GROUP,GOt~A, NL EDRVATjE DWARS,~ I K , V E ~ , AM~SFOORT, NL A special foundation method for a big silo b u i l d ~ in Rotterdam, The Netherlands.Conference.Session txo. 5F,2R. PROC.EIGEI~ I~T.CONF.ON SOIL MECH.AND FOUND.ENGNG, MDSCOWpI973,V1.3~1973,PI-6. ~ e deep compaction method was used to improve %he soil in the area of a l~ol~sed silo complex. Special l~ovisions were made in the compactors to make effective compaction possible in the thin clay ~ d peat is~ers of the area. A filling l~ogrsm was set up to make t h e settlements of t h e silos as uniform as possible. 272 BARATA,FE F~.UNIV.RIO DE JANEIRO,BR Prediction of settlements of foundations on sand. Confederate. Session t ~ . 8F, ST,I~R. PROC.EIGETH INT.CONF.ON SOIL MEC~.FOUND.ENGNG. ~DSCOW, 1973,VI.3,1973,P7-14. ~he appllcsbili~y of the trsdlt~onal empirical formzla of Terzaghi.Peckj based on the plate-beering test of Ift squsre was studied az~ found %o be restricted and unsatisfactory for superficial foundations on send. ~ e H o u s e l . B ~ t e r equation is considered m~re valid. Results of settlement measurements described by several authors are ~ e d . It is shown how to d e t e r g e the cheracte~istics of deformabllAty of s ~ soils subjected to ~oaded plates and footln~s of varied d i z ~ i o n s . 27 BI~SKI,K GEDTECH. INST.TE~.UNIV .~0CLAW,PL ~ e state o f S~ress sz~ d i s p l a c e ~ t in the contact szzrfa~e ber~we~ a r ~ f o ~ n szzd subsoil° Conference. Session ~. 2F,3R.
absolute s a t t ~ t e , differemtlal settlsm~mxts and a~,l-~ distortions of s~rumtures, taking into account %he de~ormatdon cheractaristlcs of both the soils and the sln~ctures. Data from ohsarvations at tu~ sites eisht o l l tanks is ~Ivan. 265
results o f ~ a i e h sbow that these I:~perties are d~ferent in natural and rem~ulded conditions and in s a t ~ and umsaturated comdltions. The minara~iesl com|~sltion of t h e d i f f e r e n t s o i l f r a c t i o n s was dc-~c~d~ed ~ related to other soil l~oper~lem. The i~fluence of emrth. quakes on the soll and on d ~ foun~a%ions is ~Liseussed. ~ e s e l e c t i o n o f d e s i g n a n d t r e a t m e n t of dam fot~in~ions is discussed and is based on %he results of testing.
H ~ o ~ - ~ m i c a l structures on loessial collapsible soils. ~ o n f e r ~ e . Session four. ~,ITR.
P~OC.EIG~ I~T.CO~F.ON SOIL MECH.FOUND.~G. MOSCOW,I~,V2.2,F17-22. Various h y ~ r o ~ a l structures in Rumania have beem erected o n c o l l a l m i b l e loess soils in t h e past few y e a r s and i t h a s b e e n s e e n t h a t i n o r d e r t o a v o i d s u b s i d e n c e of structures special measures m e t be te.ken~ motably structures should be a d d l e to dlffer~tlal sub. sidence and water accessibility be/ow fo~m~-tions should be reduced. The paper ;resents design and building solu. tions for this ~roblem.
Embankments and e m b a n k m e n t dams 266 BASSETT,RH ~ I V . C A ~ I D G E , GB C~trifu~al ~ d e l tests of e~bsnk~ents on soft ~ , ~ i a l foundations. Co~fer~-~e. Session four. 15F,gR. PROC.EIGHTH INT.CONF.ON SOIL MECH.FOUND.E~GNG. MDSCOW, 197~,V2.2,P23-30. T h i s p a p e r describes t ~ series of centrifugal tests carried o u t o n a low a m b ~ s e c t i o n constructed o n soft alluvial f o u n ~ t ~ n s . ~he d a t a o b t a i n e d shows t h e develol~ment of fields of shear end volumetric strain and illustrates the fox~ma~n of fsil~re mecha~s~-. Models are descried which rel~esent a Prototype embankment and which were cons~amcted with actual so il from the slte. The s a m p l i ~ b u i l d l ~ and testi~ of t h e models a r e outlined end t h e p e r f o r m ~ e of t h e model coml~res favourably with an i n s t r ~ t e d section in the field. 267 CHANDI~,RJ PACHAKIS,M long term failure of a bank on a sollfluctio~ sheet. C o n f a r ~ e . SeasOn four. ~F,IT,6R. PROC.EIGRI~ INT.CONF.ON SOIL MECH.FOUND.ENGNG. MOSCOW, 1973,V2.2,1~5-51. A r e A l ~ e~ankme~t in N ~ r t h ~ n s h l r e , England, showed considerable instability some 70-80 years after construct. ion. It was found that the bank was founded on a solifluction sheet dating back at least i0,000 years, the shear surface at the base of th~ sollfluct~on sheet beIx~ %he seat of instability of the bank. Progressive displacmnemts occ~red due to the establishment of ~ongterm ;ore water ~essures controlled by a perched water table in the ballast beneath the railway track. Stability analyses suggest that the bank was o n l y unstable under the i n c r ~ t of undrained l o - ~ g provided by passing trains. ~ e bank was st~ilized by grouting in 1961 which has im~evemted complete failure.
Dams other than e m b a n k m e n t dams 268 ANAGNOSTI,P Storage ~--~ foozled on collapsln6 l o e s s soils. Conference. Session four. 3F. I~ROC.RTG~ INT.CONF.oN SOIL MECH.FOUND.~2~GNG. MSSCOW,1973,V2.2,PT-LI. Some storage ~ m in LS~ya are located in regions covered by thick deposits of loessial soils. These deposits cover the valley floors in Im~ers r s ~ from 5 to 2 nm i n thickness. L~oratory and field tests were married out to det=~ine the physical properties of %his soll the
Foundations See also abstracts: 190,191,206,266,289,296. GIL-KI~,B Laboratory tests on the influence of ~round creep on the su~sidenme of b u i ~ foumdations .In Polish. P~ .G~OWN.~3T .SORN.N61~,197~,P3-10. Results from la1~ratory tests undertakem as pert of an investigation into %he influence of horizontal strains in the bedrock on building foundations are presented and discussed. 270 FOSS, I Red soil from K ~ a as a f o u ~ t i o n material. Con. feremce. Session four. 6F,PT,gR. PROC.EIGHTH INT.CORF.ON SOIL )~CH.FOE~D.~GNG. ~DSCOW,1973,V2 " 2 ~ l ~ . Triaxial tests on undisturbed s ~ l e s of red clay show that the shear s t r ~ t h is higher than mormal for highly plastic cl~ys~ end plate bearing tests indicate that only 1~Itsd shear failure takes place w h ~ a certain critical stress is exceeded. A settl~ment criterion rosy ther~ore decide the foundation design. Red soil is mush --re compressible ~hen wet than when dry, and this ms~ lead to differential s e t t l ~ t of structures when o u t e r f o o t i n g s become wet d u r i n g t h e r a i n y s e a s o n , b u t i n t e r i o r f o o t i n g s r ~ - ~ t n d r y . T e s t ' r e s u l t s and s u g g e s t i o n s f o r f o u n d a t i o n d e s i g n a r e l~resented h e r e .
271 AMESZ,AW I~T .FOUND.GROUP,GOt~A, NL EDRVATjE DWARS,~ I K , V E ~ , AM~SFOORT, NL A special foundation method for a big silo b u i l d ~ in Rotterdam, The Netherlands.Conference.Session txo. 5F,2R. PROC.EIGEI~ I~T.CONF.ON SOIL MECH.AND FOUND.ENGNG, MDSCOWpI973,V1.3~1973,PI-6. ~ e deep compaction method was used to improve %he soil in the area of a l~ol~sed silo complex. Special l~ovisions were made in the compactors to make effective compaction possible in the thin clay ~ d peat is~ers of the area. A filling l~ogrsm was set up to make t h e settlements of t h e silos as uniform as possible. 272 BARATA,FE F~.UNIV.RIO DE JANEIRO,BR Prediction of settlements of foundations on sand. Confederate. Session t ~ . 8F, ST,I~R. PROC.EIGETH INT.CONF.ON SOIL MEC~.FOUND.ENGNG. ~DSCOW, 1973,VI.3,1973,P7-14. ~he appllcsbili~y of the trsdlt~onal empirical formzla of Terzaghi.Peckj based on the plate-beering test of Ift squsre was studied az~ found %o be restricted and unsatisfactory for superficial foundations on send. ~ e H o u s e l . B ~ t e r equation is considered m~re valid. Results of settlement measurements described by several authors are ~ e d . It is shown how to d e t e r g e the cheracte~istics of deformabllAty of s ~ soils subjected to ~oaded plates and footln~s of varied d i z ~ i o n s . 27 BI~SKI,K GEDTECH. INST.TE~.UNIV .~0CLAW,PL ~ e state o f S~ress sz~ d i s p l a c e ~ t in the contact szzrfa~e ber~we~ a r ~ f o ~ n szzd subsoil° Conference. Session ~. 2F,3R.