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Dilatometer test in sands: use and limitations
93A
912240 Instrument for in-situ testing of static penetration of large diameter in boreholes Sopena, L M Proc 12th International Conference on Soil Mechanics and Foundation Engineering, Rio de Janeiro, 13-18 August 1989 VI, P323-326. Publ Rotterdam: A A Balkema, 1989
912244 Limit pressure of pressuremeter tests Ghionna, V N; Jamiolkowski, M. Lancellotta, R: Manassero, M Proc 12th International Conference on Soil Mechanics and • Foundation Engineering, Rio de Janeiro, 13-18 August 1989 VI, P223-226. Publ Rotterdam: A A Balkema, 1989
An instrument to carry out field tests at depth in borehole bottoms in soils which cannot easily be sampled (gravel, granular deposits) is illustrated. It includes an expandable central section which is used to brace the instrument against the borehole wall, allowing high loads to be applied to the tip. Either a conical or a flat tip can be used, the latter case being equivalent to small diameter plate load testing. Results from a steel foundry slag waste tip are presented.
Large numbers of self boring pressuremeter tests were carried out in a calibration chamber. Using these results, a procedure is proposed to evaluate the ultimate stress of a cylindrical cavity. It assumes Rowe's (1962) stress dilatancy theory applies and that when the critical state is reached for the cavity wail, the sand is failing under condition of constant volume. The attainment of this condition is determined using a numerical method (Manassero, 1988). Reliable estimation of Plim from the SBPT is possible provided the critical state is reached. Simplified procedures can lead to significant overestimation of Plim.
912241 Undrained shear strength from cone penetration tests Stark, T D; Juhrend, J E Proc 12th International Conference on Soil Mechanics and Foundation Engineering, Rio de Janeiro, 13-18 August 1989 VI, P327-330. Publ Rotterdam: A A Balkema, 1989 Correlations have been developed between results of unconsolidated undrained triaxial, cone penetration, and vane shear tests for a soft to medium alluvial clay from the Lopez Canyon area of San Diego. When comparing undrained shear strengths, average cone factors and standard deviations of I I and 13 and 1.5 and 1.0 are recommended for triaxial and vane tests respectively. Differences in measured values probably arise from soil anisotropy and differences between the tests. An average cone factor of 12 is suggested for design purposes in this and similar soils.
912242 Static and dynamic piezocone (In French) Parez, L; Durand, F Proc 12th International Conference on Soil ~lechanics and Foundation Engineering, Rio de Janeiro, 13-18 August 1989 VI, P299-300. Publ Rotterdam: A A Balkema. 1989 Pile design formulae do not generally take into account pore pressures generated by shock loading on pile driving. It is possible to study and measure these pore pressures using dynamic piezocone tests. The instrument used and its optimisation are described, considering control of saturation of the piezocone and positioning of the sensing elements.
912243 Pore pressures in the vane test (In French) Roy. M: Mercier. M Froc 12th International Conference on Soil Mechanics and Foundation Engineering, Rio de Janeiro, 13-18 August 1989 VI. P305.308. Publ Rotterdam: A A Balkema, 1989 Vane shear tests in sensitive Quebec clay are described. The equipment was modified to include pore pressure sensing elements either on the vanes or at the base of the shaft. Results indicate pore pressures are relatively important during insertion and during shear if equilibration periods of only a few minutes are used. Periods of up to 3 hours are necessary for undrained vane shear tests.
912245 Rheological tests with cone penetrometer Imre, E; Tarcsai, G; Gyorffy, J; Csizmas, F Proc 12th International Conference on Soil Mechanics and Foundation Engineering, Rio de Janeiro, 13-18 August 1989 VI, P239-242. Publ Rotterdam: A A Balkema, 1989 135 duplicate static cone penetration tests were carried out at 10 sites of fairly homogeneous soil conditions. After each Im rod stroke, the rod was clamped and local side friction and cone resistance monitored for several minutes. Statistical analysis of results is presented. A model for interpretation of radial normal stress variation around the penetrometer is developed. Simple empirical parameters are derived for estimation o f plasticity index and coefficient of permeability below the water table.
912246 Dilatometer test in sands: use and limitations Konrad, J M Proc 12th International Conference on Soil Mechanics and Foundation Engineering, Rio de Janeiro, 13-18 August 1989 1/1. P247-250. Publ Rotterdam: A A Balkema, 1989 Laboratory tests in a calibration chamber were used to study response of the Marchetti dilatometer during the expansion phase in undistured and fully disturbed Ottawa sand. Results suggest DMT data are best interpreted in terms of normalised state parameter. Relations obtained from large calibration chambers allow inference of in situ state of undisturbed sand from DMT stress indexes and mean stress values. The DMT is suggested for use alongside other tests to develop site specific rather than general correlations.
912247 Cone penetration tests of arctic marine sediments Kurfurst, P J Proc 12th International Conference on Soil Mechanics and Foundation Engineering, Rio de Janeiro, 13-18 August 1989 VI, P255-258. Publ Rotterdam: A A Balkema, 1989 Modified electric cone penetrometers were used to record stratigraphy, temperature, acoustic wave velocities, and N values of marine sands, silts, and clays offshore of Canada. Execution of tests in harsh arctic conditions and interpretation of results are described. Results compare well with those measured in geotechnical boreholes or on cores in the laboratory.
~'! 1991 Pergamon Press plc. Reproduction not permitted
912240 Instrument for in-situ testing of static penetration of large diameter in boreholes Sopena, L M Proc 12th International Conference on Soil Mechanics and Foundation Engineering, Rio de Janeiro, 13-18 August 1989 VI, P323-326. Publ Rotterdam: A A Balkema, 1989
912244 Limit pressure of pressuremeter tests Ghionna, V N; Jamiolkowski, M. Lancellotta, R: Manassero, M Proc 12th International Conference on Soil Mechanics and • Foundation Engineering, Rio de Janeiro, 13-18 August 1989 VI, P223-226. Publ Rotterdam: A A Balkema, 1989
An instrument to carry out field tests at depth in borehole bottoms in soils which cannot easily be sampled (gravel, granular deposits) is illustrated. It includes an expandable central section which is used to brace the instrument against the borehole wall, allowing high loads to be applied to the tip. Either a conical or a flat tip can be used, the latter case being equivalent to small diameter plate load testing. Results from a steel foundry slag waste tip are presented.
Large numbers of self boring pressuremeter tests were carried out in a calibration chamber. Using these results, a procedure is proposed to evaluate the ultimate stress of a cylindrical cavity. It assumes Rowe's (1962) stress dilatancy theory applies and that when the critical state is reached for the cavity wail, the sand is failing under condition of constant volume. The attainment of this condition is determined using a numerical method (Manassero, 1988). Reliable estimation of Plim from the SBPT is possible provided the critical state is reached. Simplified procedures can lead to significant overestimation of Plim.
912241 Undrained shear strength from cone penetration tests Stark, T D; Juhrend, J E Proc 12th International Conference on Soil Mechanics and Foundation Engineering, Rio de Janeiro, 13-18 August 1989 VI, P327-330. Publ Rotterdam: A A Balkema, 1989 Correlations have been developed between results of unconsolidated undrained triaxial, cone penetration, and vane shear tests for a soft to medium alluvial clay from the Lopez Canyon area of San Diego. When comparing undrained shear strengths, average cone factors and standard deviations of I I and 13 and 1.5 and 1.0 are recommended for triaxial and vane tests respectively. Differences in measured values probably arise from soil anisotropy and differences between the tests. An average cone factor of 12 is suggested for design purposes in this and similar soils.
912242 Static and dynamic piezocone (In French) Parez, L; Durand, F Proc 12th International Conference on Soil ~lechanics and Foundation Engineering, Rio de Janeiro, 13-18 August 1989 VI, P299-300. Publ Rotterdam: A A Balkema. 1989 Pile design formulae do not generally take into account pore pressures generated by shock loading on pile driving. It is possible to study and measure these pore pressures using dynamic piezocone tests. The instrument used and its optimisation are described, considering control of saturation of the piezocone and positioning of the sensing elements.
912243 Pore pressures in the vane test (In French) Roy. M: Mercier. M Froc 12th International Conference on Soil Mechanics and Foundation Engineering, Rio de Janeiro, 13-18 August 1989 VI. P305.308. Publ Rotterdam: A A Balkema, 1989 Vane shear tests in sensitive Quebec clay are described. The equipment was modified to include pore pressure sensing elements either on the vanes or at the base of the shaft. Results indicate pore pressures are relatively important during insertion and during shear if equilibration periods of only a few minutes are used. Periods of up to 3 hours are necessary for undrained vane shear tests.
912245 Rheological tests with cone penetrometer Imre, E; Tarcsai, G; Gyorffy, J; Csizmas, F Proc 12th International Conference on Soil Mechanics and Foundation Engineering, Rio de Janeiro, 13-18 August 1989 VI, P239-242. Publ Rotterdam: A A Balkema, 1989 135 duplicate static cone penetration tests were carried out at 10 sites of fairly homogeneous soil conditions. After each Im rod stroke, the rod was clamped and local side friction and cone resistance monitored for several minutes. Statistical analysis of results is presented. A model for interpretation of radial normal stress variation around the penetrometer is developed. Simple empirical parameters are derived for estimation o f plasticity index and coefficient of permeability below the water table.
912246 Dilatometer test in sands: use and limitations Konrad, J M Proc 12th International Conference on Soil Mechanics and Foundation Engineering, Rio de Janeiro, 13-18 August 1989 1/1. P247-250. Publ Rotterdam: A A Balkema, 1989 Laboratory tests in a calibration chamber were used to study response of the Marchetti dilatometer during the expansion phase in undistured and fully disturbed Ottawa sand. Results suggest DMT data are best interpreted in terms of normalised state parameter. Relations obtained from large calibration chambers allow inference of in situ state of undisturbed sand from DMT stress indexes and mean stress values. The DMT is suggested for use alongside other tests to develop site specific rather than general correlations.
912247 Cone penetration tests of arctic marine sediments Kurfurst, P J Proc 12th International Conference on Soil Mechanics and Foundation Engineering, Rio de Janeiro, 13-18 August 1989 VI, P255-258. Publ Rotterdam: A A Balkema, 1989 Modified electric cone penetrometers were used to record stratigraphy, temperature, acoustic wave velocities, and N values of marine sands, silts, and clays offshore of Canada. Execution of tests in harsh arctic conditions and interpretation of results are described. Results compare well with those measured in geotechnical boreholes or on cores in the laboratory.
~'! 1991 Pergamon Press plc. Reproduction not permitted