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886289 Prediction of load-carrying capacity of driven piles
29lA 886291 Numerical studies of soil-structure interaction using a simple interface model: technical note
Foundations See also: 886016,
886042,
886054
886287 Foundation design of anchored walls, Bay Springs Lock, Mississippi
Simmons, M D; Swartz, F W Bull Assoc
Engng Geol V25, N2, May 1988, P18S-205
Foundation rock at the site of Bay Springs Lock has a relatively low strength, necessitating deep and extensive excavations, therefore the possibility of anchoring the large gravity wall monoliths directly to the rock mass was investigated by extensive laboratory testing and a test excavation. As the rock mass would be an integral part of the lock walls, selection of rock design parameters was crucial. The geotechnical design included rock mass strength values and calculation of settlement, bearing capacity and slope stability. The design, corrosion protection and stressing of the wall tendons used to anchor the lock chamber monoliths are discussed.
Design of piles: experiments and research in Greece (In French)
Christoulas, S G Bull Liaison Lab Ponts Chaussees N1.54, March-April M-10
1988.
Experiences related to dimensioning of piles are presented, with reference to practices in Greece. Factors affecting pile behaviour are discussed. Relations between soil modulus and SPT N count or CPT resistance for use in settlement prediction, in particular the Poulos and Davis equation, are considered. The use of results of loading tests on tubes as a basis for predicting behaviour of real piles is briefly examined. 886289 Prediction of load-carrying capacity of driven piles
Chow, Y K; Karunaratne, G P; Wong, KY; Lee, S L Can Geotech J V25, Nl, Feb 1988, P13-23 Two methods for predicting the load carrying capacity of driven piles, using a newly developed l-dimensional wave equation model incorporating loss of energy to the soil mass through radiation damping of the soil, and based on the method of set matching, are presented. Method one a sumes that the limiting failure soil resistance of a reference t dst pile during driving is approximated by failure load determined from a load test. Method two predicts the load carrying capacity immediately after failure, and uses failure load to establish soil set up factor applicable for elapsed time prior to load testing of a reference test pile. The methods were used for 21 piles on 4 sites and gave favourable predictions. 886290 Performance of a raft foundation supporting a multistorey structure
Landva, A 0; Valsangkar, A J; Alkins, J C; Charalambous, P D Can
Geotech J V25, Nl, Feb 1988. P138-149
Construction of a 9 storey building on a raft foundation on clayey silt is described. Detailed in situ soil investigation using dilatometer, vane and pressuremeter testing was supplemented by laboratory tests to determine compressibility and shear strength characteristics. The foundation was monitored using earth pressure cells and piezometers to compare performance with design assumptions. Finally, a finite element computer analysis of the foundation-soil interaction was undertaken. 0
Griffiths, D V Can Geotech J V25, NI, Feb 1988, PlS8-162 Soil-structure interaction models involve compressive contact stresses at the interface. A simple finite element interface model is applied to 3 boundary value problems, a smooth wedge pushed into a cohesive soil, stresses around buried culverts and a laterally loaded disc in a cohesive soil. Rough and smooth extremes of behaviour are analysed. Results compare favourably with available closed form solutions. 886292 Settlement prediction based on pressuremeter and oedometer test results (In German)
Marangos, C Geotechnik
Vll,
N2, 1988, P64-70
Settlement of rigid foundations is analysed by splitting stresses and strains on the structure into deviatoric and spherical components. The empirical character of the pressuremeter method and limited applicability of oedometer and triaxial test moduli for use in settlement calculations are examined. Classical predictions based on a single modulus are shown to be unsatisfactory. The necessity of using two moduli is demonstrated: a shear modulus for deviatoric loading, derived from tests of purely deviatoric nature; and a volume change modulus for settlement due to soil compression, to be determined from compression tests. 886293 Hutton tension leg platform foundations: measurement of pile group axial loaddlsplacemen~ relations
Jardine, R J; Hight, D W; McIntosh, W Geotechnique
V38, N2. June 1988, P219-230
Results of monitoring the foundation of a TLP with sensitive instrumentation during installation, when known large forces are applied in a controlled sequence, and during normal wind, wave, and tide loading are presented. Axial load-settlement and moment-rotation relations for the pile groups were determined for displacements relative to both local and remote datum positions. The foundation was, in general, stiffer than expected from normal predictive methods used in the offshore industry. 886294 Hutton tension leg platform foundations: prediction of driven pile behaviour
Jardine, R J; Potts, D M Geotechnique
V38, N2. June 1988, P231-252
Effective stress analysis is presented to predict the axial loaddisplacement behaviour of driven piles, taking into account effects of pile installation and equilibration, possible formation of an interface zone with reduced frictional strength near the pile shaft, and soil nonlinearity. Results are used in finite element analysis to predict behaviour of the foundation of an offshore structure. A superposition procedure is used to estimate group behaviour from single pile predictions. Results are compared to field measurements from the structure. 886295 Analysis of piled embankmenb
Hewlett, W J; Randolph, M F Ground Engng V21, NJ, April 1988, PIZ-18
Piled embankments are supported by 3 actions, reinforcement and stiffening of the subsoil, direct support by arching between adjacent pile caps, and if a membrane is laid over the pile caps,
1988 Pergamon Press plc. Reproduction
not permitted
Foundations See also: 886016,
886042,
886054
886287 Foundation design of anchored walls, Bay Springs Lock, Mississippi
Simmons, M D; Swartz, F W Bull Assoc
Engng Geol V25, N2, May 1988, P18S-205
Foundation rock at the site of Bay Springs Lock has a relatively low strength, necessitating deep and extensive excavations, therefore the possibility of anchoring the large gravity wall monoliths directly to the rock mass was investigated by extensive laboratory testing and a test excavation. As the rock mass would be an integral part of the lock walls, selection of rock design parameters was crucial. The geotechnical design included rock mass strength values and calculation of settlement, bearing capacity and slope stability. The design, corrosion protection and stressing of the wall tendons used to anchor the lock chamber monoliths are discussed.
Design of piles: experiments and research in Greece (In French)
Christoulas, S G Bull Liaison Lab Ponts Chaussees N1.54, March-April M-10
1988.
Experiences related to dimensioning of piles are presented, with reference to practices in Greece. Factors affecting pile behaviour are discussed. Relations between soil modulus and SPT N count or CPT resistance for use in settlement prediction, in particular the Poulos and Davis equation, are considered. The use of results of loading tests on tubes as a basis for predicting behaviour of real piles is briefly examined. 886289 Prediction of load-carrying capacity of driven piles
Chow, Y K; Karunaratne, G P; Wong, KY; Lee, S L Can Geotech J V25, Nl, Feb 1988, P13-23 Two methods for predicting the load carrying capacity of driven piles, using a newly developed l-dimensional wave equation model incorporating loss of energy to the soil mass through radiation damping of the soil, and based on the method of set matching, are presented. Method one a sumes that the limiting failure soil resistance of a reference t dst pile during driving is approximated by failure load determined from a load test. Method two predicts the load carrying capacity immediately after failure, and uses failure load to establish soil set up factor applicable for elapsed time prior to load testing of a reference test pile. The methods were used for 21 piles on 4 sites and gave favourable predictions. 886290 Performance of a raft foundation supporting a multistorey structure
Landva, A 0; Valsangkar, A J; Alkins, J C; Charalambous, P D Can
Geotech J V25, Nl, Feb 1988. P138-149
Construction of a 9 storey building on a raft foundation on clayey silt is described. Detailed in situ soil investigation using dilatometer, vane and pressuremeter testing was supplemented by laboratory tests to determine compressibility and shear strength characteristics. The foundation was monitored using earth pressure cells and piezometers to compare performance with design assumptions. Finally, a finite element computer analysis of the foundation-soil interaction was undertaken. 0
Griffiths, D V Can Geotech J V25, NI, Feb 1988, PlS8-162 Soil-structure interaction models involve compressive contact stresses at the interface. A simple finite element interface model is applied to 3 boundary value problems, a smooth wedge pushed into a cohesive soil, stresses around buried culverts and a laterally loaded disc in a cohesive soil. Rough and smooth extremes of behaviour are analysed. Results compare favourably with available closed form solutions. 886292 Settlement prediction based on pressuremeter and oedometer test results (In German)
Marangos, C Geotechnik
Vll,
N2, 1988, P64-70
Settlement of rigid foundations is analysed by splitting stresses and strains on the structure into deviatoric and spherical components. The empirical character of the pressuremeter method and limited applicability of oedometer and triaxial test moduli for use in settlement calculations are examined. Classical predictions based on a single modulus are shown to be unsatisfactory. The necessity of using two moduli is demonstrated: a shear modulus for deviatoric loading, derived from tests of purely deviatoric nature; and a volume change modulus for settlement due to soil compression, to be determined from compression tests. 886293 Hutton tension leg platform foundations: measurement of pile group axial loaddlsplacemen~ relations
Jardine, R J; Hight, D W; McIntosh, W Geotechnique
V38, N2. June 1988, P219-230
Results of monitoring the foundation of a TLP with sensitive instrumentation during installation, when known large forces are applied in a controlled sequence, and during normal wind, wave, and tide loading are presented. Axial load-settlement and moment-rotation relations for the pile groups were determined for displacements relative to both local and remote datum positions. The foundation was, in general, stiffer than expected from normal predictive methods used in the offshore industry. 886294 Hutton tension leg platform foundations: prediction of driven pile behaviour
Jardine, R J; Potts, D M Geotechnique
V38, N2. June 1988, P231-252
Effective stress analysis is presented to predict the axial loaddisplacement behaviour of driven piles, taking into account effects of pile installation and equilibration, possible formation of an interface zone with reduced frictional strength near the pile shaft, and soil nonlinearity. Results are used in finite element analysis to predict behaviour of the foundation of an offshore structure. A superposition procedure is used to estimate group behaviour from single pile predictions. Results are compared to field measurements from the structure. 886295 Analysis of piled embankmenb
Hewlett, W J; Randolph, M F Ground Engng V21, NJ, April 1988, PIZ-18
Piled embankments are supported by 3 actions, reinforcement and stiffening of the subsoil, direct support by arching between adjacent pile caps, and if a membrane is laid over the pile caps,
1988 Pergamon Press plc. Reproduction
not permitted