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Finite strain consolidation of sedimenting clay deposits
38A
832040 CONSOLIDATION OF SENSITIVE CLAYS Poorooshasb~ H B; Law, K T; Bozozuk, M Proc lOth International Conference on Soll Mechanics and Four~ation Engineering, Stockholm, 15-19 June 1981, VI, P219-223. Publ Rotterdam: A. A. Ba]_kema, 1981 The mode of deformation of a sensitive clay subjected to stress levels higher than the critical stress is described mathematically. At stress levels above the critical stress, now called overstress, the rate of clay deformation is directly ~oportional to the magnitude of overstress and the instantaneous value of void ratio. Experimental work, by means of a modified consolidation cell, is described that demonstrates the validity of the postulated model, and indicates how the required parameters are derived. Auth. 832041
~ m ~ OF ~ m T s o ~ s m o ~ s CONSOLIDATION (IN FRENCH) Przystanski, J; Rzezniczak, J; Woch, W Proe 10th Irfoernatlorm_l Confcrence on Soil Mechanics and Foundation Engineering, Stockholm, 15-19 June 1981, VI, P225-228. Publ Rotterdam: A. A. Ba/_kema, 1981 The chamge in density of peat during consolidation decides its strength perameter in the limit state. The changes are a result of the decrease in free water and adsorbed water. The amounts of both types of water during consolidation was determined by lab tests. The change in density modifies the mechanical l~roperties of the peat, and this improvement in the cohesion should be taken into account for calculations of bearing capacity of the peat.
during cyclic loading. In terms of surface response, degradation has little effect in the case of low-level excitation. With high-level excitations, however, degradation causes lower surface spectral response in the shorter period range, and the differer~e is of the sa~e order as that from different soil models. 832044 REFLECTION AND REFRACTION OF SEIS.~IC WAVEs INCIDENT OBLIQUELY AT THE BCXTNDARY OF A LIQUIDSATURATED POROUS SOLID Hairs, S; Mukhopadhyay, A Bull Seismol Soc Am, V72, N5, Oct 1982, P15091533 The amplitude and energy ratios of the reflected and refracted waves have been calculated thenretically, and from lab tests using waves propagatlng through granite ard becoming incident on the bourdary between the granite and oilsaturated sandstone. It was found that the amplitudes of the reflected and refracted waves deper~ed significantly on the angle of incidence.
Classification and identification 832o45 UNIFIED SOIL CLASSIFICATION SYSTEM Stevens, J Civ Engng, N Y, V52, N!2, Dec 1982, F61-62 A BASIC computer ~rogram for the classification of soils, based on laboratory test results, in accordance with the US 'Unified System t (ASTM D-2~87). 832046 CLASSIFICATION OF ROCK STABILITY IN U~DEEGROUND ENGINEERING (IN CHINESE) Pan Qiqiao; Xu Qing Nonferrous Metals, V34, N4, Nov 1982, P24-33
8320~2 FINITE
STRAIN CONSOLIDATION OF SEDIMENTING CLAY DEPOSITS Schiffman, R L; Cargill, K W Proc 10th International Conference on Soil Mechanics and Foundation Engineering, Stockholm, 15-19 June 1981, VI, P239-242. Publ Rotterdam: A. A. Bs_Ikema, 1981
A classification based upon the structural characteristics of the rock together with rock mechanical l~operties, including deformtion characteri stics. 8320~7 MECHANIZED SYSTEM OF RAPID SOIL IDENTIFICATION
(IN m ~ ) This paper applies the thec~y of finite strain consolidation to sedlmenting marine deposits. The theery is nonlinear and takes account of the variations of permeability amd compressibility as consolidation ~roceeds. The selfweight of the sediment is an integral part of the thec~y. No restrictions are placed on the strains developed during consolidation. A comparison is made between finite strain consolidation of a sedimenting marine clay and a comparable linear, infinitesimal strain theory. Auth.
K~goet, M Bull Liaison Lab Ponts Chaussees, NI20, JulyAug 1982, P27-32 Describes a method and equipment for the rapid identification of soils. The method l~oposed makes it possible to identify an eart~wcrkillg soll on the basis of grar~iometric criteria and the results of the methylene blue test in less than two hours.
Geology
Dynamic properties See also: 832209
832043 APPLICATION
OF MODULUS DEGRADATION MODEL OF CLAYS Chen, A T F J Geotech Engng Div ASCE, VI08, NGTI0, Oct 1982, P1203-1214
Seismic response calculations were made f ~ : two different soil models, two different sites, two levels of input motion, with and without shear strength reduction, to study the effects of tdegradation' - modulus decrease of soils
832oh8 GEOLOGY OF D E ~ , COLORADO, UI~I'I'~DS~ATES OF AMerICA Costa, J E; Bilodeau, S W Bttll Assoc Engmg Geol, VI9, N3, Aug 1982, P261-314 A paper on the influeDee of geological environmer~ on the city of Denver. The geotechx~cal eharscteristics of overburden materials ard tmd~lyi:~ bedrock are consid~ed I particularly the ~ e s e n c e of swellimg and collapsible soils (clays)j ar~ how these effect choice of foumdatlor~. O~her geological constraints examined include: subsidence, clay and coal mine subsidence, landslides amd rock falls, seismicity, risimg water tables ar~ flooding. 129 refs.
832040 CONSOLIDATION OF SENSITIVE CLAYS Poorooshasb~ H B; Law, K T; Bozozuk, M Proc lOth International Conference on Soll Mechanics and Four~ation Engineering, Stockholm, 15-19 June 1981, VI, P219-223. Publ Rotterdam: A. A. Ba]_kema, 1981 The mode of deformation of a sensitive clay subjected to stress levels higher than the critical stress is described mathematically. At stress levels above the critical stress, now called overstress, the rate of clay deformation is directly ~oportional to the magnitude of overstress and the instantaneous value of void ratio. Experimental work, by means of a modified consolidation cell, is described that demonstrates the validity of the postulated model, and indicates how the required parameters are derived. Auth. 832041
~ m ~ OF ~ m T s o ~ s m o ~ s CONSOLIDATION (IN FRENCH) Przystanski, J; Rzezniczak, J; Woch, W Proe 10th Irfoernatlorm_l Confcrence on Soil Mechanics and Foundation Engineering, Stockholm, 15-19 June 1981, VI, P225-228. Publ Rotterdam: A. A. Ba/_kema, 1981 The chamge in density of peat during consolidation decides its strength perameter in the limit state. The changes are a result of the decrease in free water and adsorbed water. The amounts of both types of water during consolidation was determined by lab tests. The change in density modifies the mechanical l~roperties of the peat, and this improvement in the cohesion should be taken into account for calculations of bearing capacity of the peat.
during cyclic loading. In terms of surface response, degradation has little effect in the case of low-level excitation. With high-level excitations, however, degradation causes lower surface spectral response in the shorter period range, and the differer~e is of the sa~e order as that from different soil models. 832044 REFLECTION AND REFRACTION OF SEIS.~IC WAVEs INCIDENT OBLIQUELY AT THE BCXTNDARY OF A LIQUIDSATURATED POROUS SOLID Hairs, S; Mukhopadhyay, A Bull Seismol Soc Am, V72, N5, Oct 1982, P15091533 The amplitude and energy ratios of the reflected and refracted waves have been calculated thenretically, and from lab tests using waves propagatlng through granite ard becoming incident on the bourdary between the granite and oilsaturated sandstone. It was found that the amplitudes of the reflected and refracted waves deper~ed significantly on the angle of incidence.
Classification and identification 832o45 UNIFIED SOIL CLASSIFICATION SYSTEM Stevens, J Civ Engng, N Y, V52, N!2, Dec 1982, F61-62 A BASIC computer ~rogram for the classification of soils, based on laboratory test results, in accordance with the US 'Unified System t (ASTM D-2~87). 832046 CLASSIFICATION OF ROCK STABILITY IN U~DEEGROUND ENGINEERING (IN CHINESE) Pan Qiqiao; Xu Qing Nonferrous Metals, V34, N4, Nov 1982, P24-33
8320~2 FINITE
STRAIN CONSOLIDATION OF SEDIMENTING CLAY DEPOSITS Schiffman, R L; Cargill, K W Proc 10th International Conference on Soil Mechanics and Foundation Engineering, Stockholm, 15-19 June 1981, VI, P239-242. Publ Rotterdam: A. A. Bs_Ikema, 1981
A classification based upon the structural characteristics of the rock together with rock mechanical l~operties, including deformtion characteri stics. 8320~7 MECHANIZED SYSTEM OF RAPID SOIL IDENTIFICATION
(IN m ~ ) This paper applies the thec~y of finite strain consolidation to sedlmenting marine deposits. The theery is nonlinear and takes account of the variations of permeability amd compressibility as consolidation ~roceeds. The selfweight of the sediment is an integral part of the thec~y. No restrictions are placed on the strains developed during consolidation. A comparison is made between finite strain consolidation of a sedimenting marine clay and a comparable linear, infinitesimal strain theory. Auth.
K~goet, M Bull Liaison Lab Ponts Chaussees, NI20, JulyAug 1982, P27-32 Describes a method and equipment for the rapid identification of soils. The method l~oposed makes it possible to identify an eart~wcrkillg soll on the basis of grar~iometric criteria and the results of the methylene blue test in less than two hours.
Geology
Dynamic properties See also: 832209
832043 APPLICATION
OF MODULUS DEGRADATION MODEL OF CLAYS Chen, A T F J Geotech Engng Div ASCE, VI08, NGTI0, Oct 1982, P1203-1214
Seismic response calculations were made f ~ : two different soil models, two different sites, two levels of input motion, with and without shear strength reduction, to study the effects of tdegradation' - modulus decrease of soils
832oh8 GEOLOGY OF D E ~ , COLORADO, UI~I'I'~DS~ATES OF AMerICA Costa, J E; Bilodeau, S W Bttll Assoc Engmg Geol, VI9, N3, Aug 1982, P261-314 A paper on the influeDee of geological environmer~ on the city of Denver. The geotechx~cal eharscteristics of overburden materials ard tmd~lyi:~ bedrock are consid~ed I particularly the ~ e s e n c e of swellimg and collapsible soils (clays)j ar~ how these effect choice of foumdatlor~. O~her geological constraints examined include: subsidence, clay and coal mine subsidence, landslides amd rock falls, seismicity, risimg water tables ar~ flooding. 129 refs.