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Soil consistency assessed by seismic attenuation measurements
356A acoustic sound emulation of crack propagation to develop characteristic waveforms for fracture processes within solids are discussed.
against liquefaction was seen. The commonly used correlation between SPT value and relative density could not be relied on in this case.
916201 Assessment of liquefaction potential of pulverised coal ash Ting Hu; Tan, J M; Gao, Z C; Yan, Z H
916205 Field measurements of dynamic moduli and Poisson's ratios of refuse and underlying soils at a landfill site Sharma, H D; Dukes, M T; Olsen, D M Proc Symposium on Geoteeimics of Waste Fills - Theory and Practice, Pittsburg, 10-13 Sept 1989 P57-70. Publ Philadelphia: ASTM, 1990 (ASTM Special Technical Publication 1070)
Proc 2nd International Conference on Foundations and Tunnels, London, 19-21 September 1989 I/2, P219. Publ Edinburgh: Engineering Technics Press, 1989 Dynamic liquefaction tests and static shear tests were carried out on specimens of fly ash from a power plant in a seismic region of Sichuan Province, China. Dynamic shear strain of 5% was adopted as a failure criterion on the basis of liquefaction tests. Dynamic shear strength ratio increases with increasing density, consolidation stress ratio, and confining pressure. Results indicate that a deposit of density 0.91gm/cubic cm and relative density 0.65 will liquefy to depth 17m due to a magnitude 7 earthquake. 916202 Liquefaction of sand under cyclic triaxial condition Suhindra, C; Kuberan, R; Kumar, B; Aggarwal, P K Proc Indian Geotecimical Conference, 1989, Geoteclmiques of Problematic Soils and Rocks, Visakhapatnam, 14-16 December 1989 V1, P249-253. Publ New Delhi." Sarita Prakashan, 1989 Cyclic triaxial tests were carried out on medium fraction (0.5lmm) specimens of Ennore sand, a commercially available washed beach sand. Specimens were prepared by dry pluviation to different relative densities,and saturated specimens consolidated at a confining stress of 100kPa before testing at 0.5Hz. Resistance to liquefaction increased with increasing relative density. Relations of stress ratio and number of cycles to cause initial liquefaction have been established for two values of relative density. 916203 Dynamic earth pressure of C-phi soils Soni, K M Proc Indian Geotecbnical Conference, 1989, Geoteetmiques of Problematic Soils and Rocks, Visakhapatnam, 14-16 December 1989 V1, P255-258. Publ New Delhi: Sarita Prakashan, 1989 A method is presented for determination of the dynamic earth pressure of cohesive soils, based on a modification of the analysis of Soni (1987) for cohesionless soils and using Kapila's (1962) graphical construction. Inertia forces are considered in terms of seismic coefficients, whose value can be obtained from the relevant standard (IS 1893). Determination of failure wedges for active and passive cases is illustrated.
Dynamic parameters of rocks, soils, and man-made materials are necessary for estimation of their engineering behaviour under dynamic loads. Laboratory and field techniques used to measure these properties are briefly described and compared: cyclic triaxial and shear tests, resonant column tests, and borehole and surface seismic methods. The use of downhole geophysical methods to assess a municipal landfill and underlying soils is described. Calculated elastic and shear moduli and Poisson's ratio are compared to other reported values, and the applicability of this field method discussed. 916206 Soil consistency assessed by seismic attenuation measurements Hamdi, F A I
Proc 6th International Congress International Association of Engineering Geology, Amsterdam, 6-10 August 1990 V2, P943-947. Publ Rotterdam: A A Balkema, 1990 Mechanical properties of cohesive soils are primarily dependent on water content, clay mineralogy, and type of adsorbed cations. It is difficult to maintain the natural water content when retrieving samples for testing,and properties measured will be inaccurate. Laboratory testing has been used to establish correlations between seismic attenuation coefficient and liquid limit, difference between liquid limit and natural water content, and consistency index. These may be applied on-site to estimate these parameters in situ. 916207 Determination of the weathering ratio by P- and S-wave measurement Konstantinov, B K; Konstantinov, V K
Proc 6th International Congress International Association of Engineering Geology, Amsterdam, 6-10 August 1990 1/2, P995-1000. Publ Rotterdam: A A Balkema, 1990
916204 Simplified evaluation of liquefaction potential - a case history Ghuman, M S
The degree of weathering is generally expressed by comparing strength properties of weathered and unweathered rocks. This has all the drawbacks of trying to extrapolate laboratory scale measurements to rock masses. The weathering ratio of Kosev (1969) is defined in terms of elastic properties of weathered and unweathered rocks, which can be evaluated in situ on rock masses using seismic methods. It is demonstrated applied to Sarmation limestones in Bulgaria. Three zones with different degrees of weathering are seen,
Proc Indian Geotechnical Conference, 1989, Geoteclmiques of Problematic Soils and Rocks, Visakhapntnam, 14-16 December 1989 V1, P263-266. Publ New Delhi: Sarita Prakashan, 1989
916208 Effect of vibration on strength of saturated clay Kong, D F; Zhang, H Y; Tian, J H; Hu, Y
Liquefaction potential of saturated granular soils beneath a proposed sports stadium has been evaluated. The structure will be on rafts and isolated column footings with depth 6m, approximately that of water table. SPTs down to 20m were carried out and samples taken for laboratory characterisation. Two liquefaction analyses using the approach of Seed and Idris (1971) were used, one based on SPT value, the other on relative density and grain size characteristics. Adequate safety
Proe 6th InternationalCongress InternationalAssociation of Engineering Geology, Amsterdam, 6-10 August 1990 V2, Pl199-1204. Publ Rotterdam: A A Balkema, 1990 Direct shear tests were carried out on 80 sets of samples of Zhanjiang clay. Half were sheared immediately after saturation, the rest subject to vibration before shearing. Vibration has a marked effect on shear strength, the magnitude of which is primarily related to the clay content of the soil. Effects of
',~c~ 1991 Pergamon Press plc. Reproduction not permitted
against liquefaction was seen. The commonly used correlation between SPT value and relative density could not be relied on in this case.
916201 Assessment of liquefaction potential of pulverised coal ash Ting Hu; Tan, J M; Gao, Z C; Yan, Z H
916205 Field measurements of dynamic moduli and Poisson's ratios of refuse and underlying soils at a landfill site Sharma, H D; Dukes, M T; Olsen, D M Proc Symposium on Geoteeimics of Waste Fills - Theory and Practice, Pittsburg, 10-13 Sept 1989 P57-70. Publ Philadelphia: ASTM, 1990 (ASTM Special Technical Publication 1070)
Proc 2nd International Conference on Foundations and Tunnels, London, 19-21 September 1989 I/2, P219. Publ Edinburgh: Engineering Technics Press, 1989 Dynamic liquefaction tests and static shear tests were carried out on specimens of fly ash from a power plant in a seismic region of Sichuan Province, China. Dynamic shear strain of 5% was adopted as a failure criterion on the basis of liquefaction tests. Dynamic shear strength ratio increases with increasing density, consolidation stress ratio, and confining pressure. Results indicate that a deposit of density 0.91gm/cubic cm and relative density 0.65 will liquefy to depth 17m due to a magnitude 7 earthquake. 916202 Liquefaction of sand under cyclic triaxial condition Suhindra, C; Kuberan, R; Kumar, B; Aggarwal, P K Proc Indian Geotecimical Conference, 1989, Geoteclmiques of Problematic Soils and Rocks, Visakhapatnam, 14-16 December 1989 V1, P249-253. Publ New Delhi." Sarita Prakashan, 1989 Cyclic triaxial tests were carried out on medium fraction (0.5lmm) specimens of Ennore sand, a commercially available washed beach sand. Specimens were prepared by dry pluviation to different relative densities,and saturated specimens consolidated at a confining stress of 100kPa before testing at 0.5Hz. Resistance to liquefaction increased with increasing relative density. Relations of stress ratio and number of cycles to cause initial liquefaction have been established for two values of relative density. 916203 Dynamic earth pressure of C-phi soils Soni, K M Proc Indian Geotecbnical Conference, 1989, Geoteetmiques of Problematic Soils and Rocks, Visakhapatnam, 14-16 December 1989 V1, P255-258. Publ New Delhi: Sarita Prakashan, 1989 A method is presented for determination of the dynamic earth pressure of cohesive soils, based on a modification of the analysis of Soni (1987) for cohesionless soils and using Kapila's (1962) graphical construction. Inertia forces are considered in terms of seismic coefficients, whose value can be obtained from the relevant standard (IS 1893). Determination of failure wedges for active and passive cases is illustrated.
Dynamic parameters of rocks, soils, and man-made materials are necessary for estimation of their engineering behaviour under dynamic loads. Laboratory and field techniques used to measure these properties are briefly described and compared: cyclic triaxial and shear tests, resonant column tests, and borehole and surface seismic methods. The use of downhole geophysical methods to assess a municipal landfill and underlying soils is described. Calculated elastic and shear moduli and Poisson's ratio are compared to other reported values, and the applicability of this field method discussed. 916206 Soil consistency assessed by seismic attenuation measurements Hamdi, F A I
Proc 6th International Congress International Association of Engineering Geology, Amsterdam, 6-10 August 1990 V2, P943-947. Publ Rotterdam: A A Balkema, 1990 Mechanical properties of cohesive soils are primarily dependent on water content, clay mineralogy, and type of adsorbed cations. It is difficult to maintain the natural water content when retrieving samples for testing,and properties measured will be inaccurate. Laboratory testing has been used to establish correlations between seismic attenuation coefficient and liquid limit, difference between liquid limit and natural water content, and consistency index. These may be applied on-site to estimate these parameters in situ. 916207 Determination of the weathering ratio by P- and S-wave measurement Konstantinov, B K; Konstantinov, V K
Proc 6th International Congress International Association of Engineering Geology, Amsterdam, 6-10 August 1990 1/2, P995-1000. Publ Rotterdam: A A Balkema, 1990
916204 Simplified evaluation of liquefaction potential - a case history Ghuman, M S
The degree of weathering is generally expressed by comparing strength properties of weathered and unweathered rocks. This has all the drawbacks of trying to extrapolate laboratory scale measurements to rock masses. The weathering ratio of Kosev (1969) is defined in terms of elastic properties of weathered and unweathered rocks, which can be evaluated in situ on rock masses using seismic methods. It is demonstrated applied to Sarmation limestones in Bulgaria. Three zones with different degrees of weathering are seen,
Proc Indian Geotechnical Conference, 1989, Geoteclmiques of Problematic Soils and Rocks, Visakhapntnam, 14-16 December 1989 V1, P263-266. Publ New Delhi: Sarita Prakashan, 1989
916208 Effect of vibration on strength of saturated clay Kong, D F; Zhang, H Y; Tian, J H; Hu, Y
Liquefaction potential of saturated granular soils beneath a proposed sports stadium has been evaluated. The structure will be on rafts and isolated column footings with depth 6m, approximately that of water table. SPTs down to 20m were carried out and samples taken for laboratory characterisation. Two liquefaction analyses using the approach of Seed and Idris (1971) were used, one based on SPT value, the other on relative density and grain size characteristics. Adequate safety
Proe 6th InternationalCongress InternationalAssociation of Engineering Geology, Amsterdam, 6-10 August 1990 V2, Pl199-1204. Publ Rotterdam: A A Balkema, 1990 Direct shear tests were carried out on 80 sets of samples of Zhanjiang clay. Half were sheared immediately after saturation, the rest subject to vibration before shearing. Vibration has a marked effect on shear strength, the magnitude of which is primarily related to the clay content of the soil. Effects of
',~c~ 1991 Pergamon Press plc. Reproduction not permitted