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Piezocone measurements with four pore pressure positions
94A 912248 ln-situ CBR testing by indirect methods Livneh, M Proc 12th International Conference on Soil Mechanics and Foundation Engineering, Rio de Janeiro, 13-18 August 1989 VI, P267-270. Publ Rotterdam." A A Balkema. 1989
912252 Evaluation of subsoil properties by pressuremeter test Mehta, B J Proc 12th International Conference on Soil Alechanics and Foundation Engineering, Rio de Janeiro, 13-18 August 1989 VI, P295-298. Publ Rotterdam: A A Balkema. 1989
Direct measurement of CBR requires digging of test pits. To enable CBR to be inferred from less destructive tests, correlations are examined between CBR and results of penetration tests (SPT, DCP, DPA), vane shear, and unconfined compression tests. The latter two are applicable in clayey or silty subgrades only, and are less reliable than penetration tests. Limiting depth of the tests described is about 800mm.
The fundamentals of the pressuremeter test are outlined, and tests carried out at depths 2-4.5m in sedimentary soils are described. Soil samples were taken for laboratory evaluation, and various penetration tests were carried out in the vicinity of the pressuremeter test site. Load deformation properties of the soil are estimated from the pressuremeter deformation modulus and lift-off pressure, and used in foundation design. Results are consistent with those from laboratory and other field tests.
912249 Development of dynamic cone penetration testing in Ireland McGrath, P G; Motherway, F K; Quinn, W J Proc 12th International Conference on Soil Mechanics and Foundation Engineering, Rio de Janeiro, 13-18 August 1989 VI, P271-275. Publ Rotterdam: A A Balkema, 1989 Dynamic cone penetration tests have been used to investigate stratigraphy of glacial soils which could not be resolved by SPTs. Test results achieved using the Swedish Standard equipment. and correlations of DCPT and SPT results for sands, gravels, and cohesive soils, and of DCPT and CBR values are presented. The DCPT gives continuous readout and reproducible results and penetrates easily in gravelly soils. Some drawbacks of the DCPT for deep probing are discussed.
912250 Numerical analysis of in situ S-wave measurements Mancuso, C; Simonelli, A L; Vinale, F Proc 12th International Conference on Soll Mechanics and Foundation Engineering, Rio de Janeiro, 13-18 August 1989 V1, P277-280. Publ Rotterdam: A A Balkema, 1989 Interpretation of results of crosshole measurements from a site in the Ticino Valley (Italy) with soft, saturated lacustrine silty clay subsoils is described. Marked spreading was generally observed during wave propagation. The Cross Correlation and Group Velocity techniques were found to be the most suitable to characterise the soil in terms of S wave velocity, and produced similar results, despite conceptually different bases.
912251 Penetration pore pressures in clay by CPTU, DMT, and SBP Mayne, P W; Bachus. R C Proc 12th International Conference on Soil Mechanics and Foundation Engineering, Rio de Janeiro, 13-18 August 1989 VI, P291-294. Publ Rotterdam: A A Balkema, 1989 Penetration pore pressures during instrument installation can be measured directly using the piezocone, inferred from the contact pressure of the dilatometer, and indirectly estimated using cavity expansion theory for pressuremeters. Examination of a large database of field tests indicates the three instruments give consistent results. A general relation is seen between the excess pore pressure and effective preconsolidation stress. Heavily overconsolidated fissured clays, which may have failed and no longer act as a continuum, deviate from trends shown by unfissured clays. ~
912253 Determination of representative CPT-parameters Harder, H; Von BIoh, G Proc Conference on Penetration Testing in the UK, Birmingham, 6-8 July 1988 P237-240. Publ London: Thomas Telford, 1989 A comprehensive program to verify the use of the CPT for routine site investigation is described. A standard 100kN set up was used, with several electric G O U D A cones of different sensitivity, instrumented for measurement of cone resistance. local friction, pore pressure, and inclination or temperature. Reliability of measurements, definitions of CPT parameters, determination of representative parameters, and soil type identification are discussed. Results are stratification and input parameters for any soil classification and correlation chart. Quality is as good as that from laboratory investigations on disturbed core samples, but good calibration is essential. 912254 Use of 'penetrators' for the measurement of the undrained shear strength of soft marine clays Freeman, T J Proc Conference on Penetration Testing in the UK, Birmingham, 6-8 July 1988 P241-245. Pub/London: Thomas Telford, 1989 More than 50 field tests have been carried out on the seabed in the Atlantic, Mediterranean, and Adriatic, using free fall penetrators weighing 1500-3200kg. Impact velocities up to 68m/s and penetration depths up to 60m were recorded. Soil forces acting on the projectile are estimated using its deceleration, determined from the Doppler shift of an acoustic transmitter. End bearing resistance, similar to that measured by a piezocone, can be derived. Comparison of readings with triaxial strength measurements yields a cone factor of about 17 if results are uncorrected for strain rate effects. 12 if data are corrected. 9 i 2255 Piezocone measurements with four pore pressure positions Sills, G C; May, R E; Henderson, T; Nyirenda, Z Proc Conference on Penetration Testing in the UK, Birmingham, 6-8 July 1988 P247-250. Publ London: Thomas Telford, 1989 The piezocone is qualitatively used to identify changes in soil stratification and quantitatively to estimate values of soil parameters and to correlate with in situ soil conditions such as overconsolidation. Laboratory and field data from clay soils are presented. Parameters determined are considered as a
1991 Pergamon Press pie. Reproduction not permitted
95A function of overconsolidation ratio of the soil. Initial distribution of pore pressure before dissipation is examined and compared with theoretical prediction. The importance of pore pressure measurement and the advantage of measurement at multiple positions for obtaining reliable results are discussed.
912260 Offshore wirelin¢ self-boring pressuremeter Faij, B; Le Tirant, P Proe 3rd International Symposium on Pressuremeters, Oxford, 2-6 April 1990 P55-64. Pubi London: Thomas Telford. 1990
912256 Implications of observed deformations during cone penetration Chen, P K; Bassett, R H Proc Conference on Penetration Testing in the UK, Birmingham, 6-8 July 1988 P251-256. Publ London: Thomas Telford, 1989
A wireline self-boring pressuremeter has been developed by the Institut Francais de Petrole for offshore applications. Details of the test conducted using this probe at an onshore site and the description log of the soil are presented. The characteristics of the probe and its main features, the self-boring module, the pressuremeter module and pressure/volume control module, are presented. Also discussed are the downhol¢ instrumentation and electronics module and the operating details of the probe.
Electric cone penetration tests were carried out in a test chamber in dry 18/25 Leighton Buzzard sand. A new method of placing lead shot in an accurately located radial plane was developed to allow measurement of deformation via X ray photographic techniques. Three distinct zones of deformation were seen around the penetrometer tip, whose locations suggest that there may be considerable uncertainty in interpretation of pore pressure measurements in granular materials with currently used instruments. Alternative porous element locations are suggested. 912257 Interpretation of the Marchetti dilatometer test in UK clays Powell, J J M; Uglow, I M Proe Conference on Penetration Testing in the UK, Birmingham, 6-8 July 1988 P269-273. Publ London: Thomas Telford, 1989 The Marchetti dilatometer (DMT) has been widely applied in soils from soft normally consolidated clays to stiff overconsolidated clays from sites where soil properties are well documented. The device is robust and easy to use and gives repeatable results, but it is found that DMT assessed properties are generally in error. New correlations are suggested to make the DMT more applicable, and some reasons for these discrepancies are examined. 912258 The development of pressuremeter testing Clough, G W; Briauld, J L; Hughes, J M O Proc 3rd International Symposium on Pressuremeters, Oxford, 2-6 April 1990 P25-45. Publ London: Thomas Telford. 1990 The past 20 years have been considerable development in the equipment used to perform pressuremeter tests. A review of recent innovations and the forces that are driving, and have driven, the development of the technology is presented. Emphasis is paid to electronic data acquistion and improved methods for probe deployment. Advances in theoretical and design relationships are also reported.
912261 Development of the UBC self boring pressuremeter Campanella, R G; Stewart, W P; Jackson, R S Proe 3rd International Symposium on Pressuremeters, Oxford, 2-6 April 1990 P65-72. Publ London: Thomas Telford, 1990 A jetting self-boring pressuremeter control system consisting of 5 transducers, downhole electronics, a DC power supply and a portable personal computer has been developed. The development was aimed at improving on an existing system for instrumentation/data processing, membrane corrections, membrane protection, and installation methods. The design considerations, development and evaluation of the system are discussed.
912262 Self boring pressuremeter tests from a gallery at 220m below ground Clarke, B G; Allan, P G Proc 3rd International Symposium on Pressuremeters, Oxford, 2-6 April 1990 P73-84. Publ London: Thomas Telford, 1990 A new self-boring pressuremeter was used in an experimental gallery excavated at 200m below ground in Boom clay. The aim of this study was to investigate the feasibility of constructing a tunnel at such depths in a clay formation to store nuclear waste. Details of the operational procedure and interpretation of the tests are presented. The effects of the operations on the results are also discussed.
912259 Instrument to measure initial unloading stiffness Clarke. B G; Papadopoulos, Z Proc 3rd International Symposium on Pressuremeters, Oxford, 2-6 April 1990 P47-54. Publ London: Thomas Telford. 1990
912263 Comparison of field vane, CPT, and laboratory strength data at Santa Barbara Channel site Quiros, G W; Young, A G Proe International Symposium on Laboratory and Field Vane Shear Strength Testing, Tampa, 22-23 January 1987 P306317. Publ Philadelphia: ASTM. 1988 (ASTM Special Technical Publication 1014) ~'
An instrument that allows insitu measurements to be made of ground reaction curves has been designed. It can be drilled into the ground with minimum disturbance to the surrounding soil or rock and allows measurements to be taken of initial unloading stiffness. A review on how the instrument can be used together with a self-boring pressuremeter to obtain a complete stress-strain curve is given. Design features, retracting mechanisms and the drilling system are presented.
Results of in situ and laboratory testing of soils, predominantly overconsolidated Pleistocene clays from a site in about 365m depth of water, are presented. Field vane shear and static penetration tests, and laboratory UU triaxial compression, miniature vane, and SHANSEP tests were carried out. Strength data from the different tests are compared in detail, and procedures to yield consistent and reliable undrained strength data for offshore foundation design are discussed.
.C 1991 Pergamon Press plc. Reproduction not permitted
912252 Evaluation of subsoil properties by pressuremeter test Mehta, B J Proc 12th International Conference on Soil Alechanics and Foundation Engineering, Rio de Janeiro, 13-18 August 1989 VI, P295-298. Publ Rotterdam: A A Balkema. 1989
Direct measurement of CBR requires digging of test pits. To enable CBR to be inferred from less destructive tests, correlations are examined between CBR and results of penetration tests (SPT, DCP, DPA), vane shear, and unconfined compression tests. The latter two are applicable in clayey or silty subgrades only, and are less reliable than penetration tests. Limiting depth of the tests described is about 800mm.
The fundamentals of the pressuremeter test are outlined, and tests carried out at depths 2-4.5m in sedimentary soils are described. Soil samples were taken for laboratory evaluation, and various penetration tests were carried out in the vicinity of the pressuremeter test site. Load deformation properties of the soil are estimated from the pressuremeter deformation modulus and lift-off pressure, and used in foundation design. Results are consistent with those from laboratory and other field tests.
912249 Development of dynamic cone penetration testing in Ireland McGrath, P G; Motherway, F K; Quinn, W J Proc 12th International Conference on Soil Mechanics and Foundation Engineering, Rio de Janeiro, 13-18 August 1989 VI, P271-275. Publ Rotterdam: A A Balkema, 1989 Dynamic cone penetration tests have been used to investigate stratigraphy of glacial soils which could not be resolved by SPTs. Test results achieved using the Swedish Standard equipment. and correlations of DCPT and SPT results for sands, gravels, and cohesive soils, and of DCPT and CBR values are presented. The DCPT gives continuous readout and reproducible results and penetrates easily in gravelly soils. Some drawbacks of the DCPT for deep probing are discussed.
912250 Numerical analysis of in situ S-wave measurements Mancuso, C; Simonelli, A L; Vinale, F Proc 12th International Conference on Soll Mechanics and Foundation Engineering, Rio de Janeiro, 13-18 August 1989 V1, P277-280. Publ Rotterdam: A A Balkema, 1989 Interpretation of results of crosshole measurements from a site in the Ticino Valley (Italy) with soft, saturated lacustrine silty clay subsoils is described. Marked spreading was generally observed during wave propagation. The Cross Correlation and Group Velocity techniques were found to be the most suitable to characterise the soil in terms of S wave velocity, and produced similar results, despite conceptually different bases.
912251 Penetration pore pressures in clay by CPTU, DMT, and SBP Mayne, P W; Bachus. R C Proc 12th International Conference on Soil Mechanics and Foundation Engineering, Rio de Janeiro, 13-18 August 1989 VI, P291-294. Publ Rotterdam: A A Balkema, 1989 Penetration pore pressures during instrument installation can be measured directly using the piezocone, inferred from the contact pressure of the dilatometer, and indirectly estimated using cavity expansion theory for pressuremeters. Examination of a large database of field tests indicates the three instruments give consistent results. A general relation is seen between the excess pore pressure and effective preconsolidation stress. Heavily overconsolidated fissured clays, which may have failed and no longer act as a continuum, deviate from trends shown by unfissured clays. ~
912253 Determination of representative CPT-parameters Harder, H; Von BIoh, G Proc Conference on Penetration Testing in the UK, Birmingham, 6-8 July 1988 P237-240. Publ London: Thomas Telford, 1989 A comprehensive program to verify the use of the CPT for routine site investigation is described. A standard 100kN set up was used, with several electric G O U D A cones of different sensitivity, instrumented for measurement of cone resistance. local friction, pore pressure, and inclination or temperature. Reliability of measurements, definitions of CPT parameters, determination of representative parameters, and soil type identification are discussed. Results are stratification and input parameters for any soil classification and correlation chart. Quality is as good as that from laboratory investigations on disturbed core samples, but good calibration is essential. 912254 Use of 'penetrators' for the measurement of the undrained shear strength of soft marine clays Freeman, T J Proc Conference on Penetration Testing in the UK, Birmingham, 6-8 July 1988 P241-245. Pub/London: Thomas Telford, 1989 More than 50 field tests have been carried out on the seabed in the Atlantic, Mediterranean, and Adriatic, using free fall penetrators weighing 1500-3200kg. Impact velocities up to 68m/s and penetration depths up to 60m were recorded. Soil forces acting on the projectile are estimated using its deceleration, determined from the Doppler shift of an acoustic transmitter. End bearing resistance, similar to that measured by a piezocone, can be derived. Comparison of readings with triaxial strength measurements yields a cone factor of about 17 if results are uncorrected for strain rate effects. 12 if data are corrected. 9 i 2255 Piezocone measurements with four pore pressure positions Sills, G C; May, R E; Henderson, T; Nyirenda, Z Proc Conference on Penetration Testing in the UK, Birmingham, 6-8 July 1988 P247-250. Publ London: Thomas Telford, 1989 The piezocone is qualitatively used to identify changes in soil stratification and quantitatively to estimate values of soil parameters and to correlate with in situ soil conditions such as overconsolidation. Laboratory and field data from clay soils are presented. Parameters determined are considered as a
1991 Pergamon Press pie. Reproduction not permitted
95A function of overconsolidation ratio of the soil. Initial distribution of pore pressure before dissipation is examined and compared with theoretical prediction. The importance of pore pressure measurement and the advantage of measurement at multiple positions for obtaining reliable results are discussed.
912260 Offshore wirelin¢ self-boring pressuremeter Faij, B; Le Tirant, P Proe 3rd International Symposium on Pressuremeters, Oxford, 2-6 April 1990 P55-64. Pubi London: Thomas Telford. 1990
912256 Implications of observed deformations during cone penetration Chen, P K; Bassett, R H Proc Conference on Penetration Testing in the UK, Birmingham, 6-8 July 1988 P251-256. Publ London: Thomas Telford, 1989
A wireline self-boring pressuremeter has been developed by the Institut Francais de Petrole for offshore applications. Details of the test conducted using this probe at an onshore site and the description log of the soil are presented. The characteristics of the probe and its main features, the self-boring module, the pressuremeter module and pressure/volume control module, are presented. Also discussed are the downhol¢ instrumentation and electronics module and the operating details of the probe.
Electric cone penetration tests were carried out in a test chamber in dry 18/25 Leighton Buzzard sand. A new method of placing lead shot in an accurately located radial plane was developed to allow measurement of deformation via X ray photographic techniques. Three distinct zones of deformation were seen around the penetrometer tip, whose locations suggest that there may be considerable uncertainty in interpretation of pore pressure measurements in granular materials with currently used instruments. Alternative porous element locations are suggested. 912257 Interpretation of the Marchetti dilatometer test in UK clays Powell, J J M; Uglow, I M Proe Conference on Penetration Testing in the UK, Birmingham, 6-8 July 1988 P269-273. Publ London: Thomas Telford, 1989 The Marchetti dilatometer (DMT) has been widely applied in soils from soft normally consolidated clays to stiff overconsolidated clays from sites where soil properties are well documented. The device is robust and easy to use and gives repeatable results, but it is found that DMT assessed properties are generally in error. New correlations are suggested to make the DMT more applicable, and some reasons for these discrepancies are examined. 912258 The development of pressuremeter testing Clough, G W; Briauld, J L; Hughes, J M O Proc 3rd International Symposium on Pressuremeters, Oxford, 2-6 April 1990 P25-45. Publ London: Thomas Telford. 1990 The past 20 years have been considerable development in the equipment used to perform pressuremeter tests. A review of recent innovations and the forces that are driving, and have driven, the development of the technology is presented. Emphasis is paid to electronic data acquistion and improved methods for probe deployment. Advances in theoretical and design relationships are also reported.
912261 Development of the UBC self boring pressuremeter Campanella, R G; Stewart, W P; Jackson, R S Proe 3rd International Symposium on Pressuremeters, Oxford, 2-6 April 1990 P65-72. Publ London: Thomas Telford, 1990 A jetting self-boring pressuremeter control system consisting of 5 transducers, downhole electronics, a DC power supply and a portable personal computer has been developed. The development was aimed at improving on an existing system for instrumentation/data processing, membrane corrections, membrane protection, and installation methods. The design considerations, development and evaluation of the system are discussed.
912262 Self boring pressuremeter tests from a gallery at 220m below ground Clarke, B G; Allan, P G Proc 3rd International Symposium on Pressuremeters, Oxford, 2-6 April 1990 P73-84. Publ London: Thomas Telford, 1990 A new self-boring pressuremeter was used in an experimental gallery excavated at 200m below ground in Boom clay. The aim of this study was to investigate the feasibility of constructing a tunnel at such depths in a clay formation to store nuclear waste. Details of the operational procedure and interpretation of the tests are presented. The effects of the operations on the results are also discussed.
912259 Instrument to measure initial unloading stiffness Clarke. B G; Papadopoulos, Z Proc 3rd International Symposium on Pressuremeters, Oxford, 2-6 April 1990 P47-54. Publ London: Thomas Telford. 1990
912263 Comparison of field vane, CPT, and laboratory strength data at Santa Barbara Channel site Quiros, G W; Young, A G Proe International Symposium on Laboratory and Field Vane Shear Strength Testing, Tampa, 22-23 January 1987 P306317. Publ Philadelphia: ASTM. 1988 (ASTM Special Technical Publication 1014) ~'
An instrument that allows insitu measurements to be made of ground reaction curves has been designed. It can be drilled into the ground with minimum disturbance to the surrounding soil or rock and allows measurements to be taken of initial unloading stiffness. A review on how the instrument can be used together with a self-boring pressuremeter to obtain a complete stress-strain curve is given. Design features, retracting mechanisms and the drilling system are presented.
Results of in situ and laboratory testing of soils, predominantly overconsolidated Pleistocene clays from a site in about 365m depth of water, are presented. Field vane shear and static penetration tests, and laboratory UU triaxial compression, miniature vane, and SHANSEP tests were carried out. Strength data from the different tests are compared in detail, and procedures to yield consistent and reliable undrained strength data for offshore foundation design are discussed.
.C 1991 Pergamon Press plc. Reproduction not permitted