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Damping constants for pile driveability calculations
95A
805169 SURFACE DEFLEXION IN ~ I N BY A ~ Uzan, J; Ishai, I; Geoteahx~que, VB0,
A TWO-LAYER ELASTIC MEDIUM RIGID BASE Hoffma~, M S N1, March 1980, PB9-47
Factors for calculating surface deflections under a losded area of amy shape resting on a two-layer elastic system are l~esented in tabulsr farm. The data are applied to the settlement of a fouzzlation on an embankment and to the deflection bowl of a pavement. 805170 DAMPING CONSTANTs FOR PILE DRIVEABILITY CALCULATIONs Litkouhi, S; Poskitt, T J Geotechnlque, VB0, HI, March 1980, 1717-86 Relates to the wave equation analysis of pile driving data, with particular reference to off_ shore structures. 805171 S ~ I ' £ ~ COMPARISON USED IN TANK-FAIL~RE STUDY Bell, R A; Iwaklri, J J Geotech Emgng Div ASCE, V106, NGT2, Feb 1980, P153-169 Reports an investigation into the possible causes that led to the failure of a 50000cu m oil storage tank in Japan, including a comparative study of the settlement behaviour of 33 large tar~ks on soft ground sites in Japan and other countries. 805172 REPEATED LOADING ON SINGLE PILEs IN SAND Chan~ S F; Hs/uma, T H J Geotech Engr~ Div ASCE, VI06, NGT2, Feb 1980, P171-188 Nomdynamic repeated load tests were conducted on single friction piles embedded in a medium dense sand. The 19-ram (0.75-in.) diam pile was instrumented to measure the distribution of axial loads along the shaft. It was found that the response of the pile to repeated loads is governed by the: (i) type of load, (2) amplitude of load, and (3) number of cycles of load applied. The effect of repeated loading was to bring about mot only large changes in the net movement per cycle, but also a redistribution of loads between the shaft and the base. 805173 DYNAMIC STIFFNESS OF GROUP OF BA','I'2~EDPILES. TECHNICAL NOTE Wolf, J P J Geotech EDg~g Div ASCE, VI06, NGT2, Feb
1980, P198-203 805174 VERTICAL VIBRATIONS OF MACHINE FOUNDATIONs Gazetas, G C; Roesset, J M J Geotech Eng~g Div ASCE, V105, NGT12, Dec 1979, P1435-1454 An analytical study of massive strip foundations excited by constant-force or rotating-mass type oscillators and placed on the surface of a linearly hysteretic soil layer on rock. 805175 GROUP FACTORS FOR PILE-DEFLECTION ESTIMATION Poulos, H G J Geotech Emgng Div ASCE, VI05, NGTI2, Dec 1979, P1~89V1509 A series of solutions is l~esented for group settlement, lateral deflection and rotation ratios, for a variety of pile-group configurations, spacings, and stiffnesses and for both
a homogeneous soil and a soil when modulus increases linearly with depth. These solutions have been obtained from an elastic amslysis and may be applied to the ap!~o!~iate slmglepile deflections to obtain the group response. 805176 L A ~ EARTH PRESSURES ON RIGID BRIDGE ABUTMENTS Ir~old, T S Highway Engr, V26, NI2, Dec 1979, P2-7 Presents a simple alternative earth l~essure theory which makes allowsm~e for the effects of compaction. Four case hist~'ies are cons i d l e d s_nd a ea~%~srison made between the observed pressure distributions and those derived using both current design methods the alternative theory. The results indicate that conventional design methods render a gross underestimation of bending moments induced in rigid walls and abutments. 805177 EXPERIMENTAL STUDY OF I~UNUHING COEFFICIENTS AND SHAPE FACTOR FOR ~WO-LAYERED sOILs. TECHNICAL NOTE Valsamgkar, A J; Meyerhof, G G Can Geotech J, V16, N~, Nov 1979, P802-805 The ultimate bearing capacity of deep foundations has been investigated for the case of a strong layer overlying a weak stratum. The stmdles are based on model tests using buried circular and strip footings for a range of layer thicknesses. 805178 ELASTIC SOLb~IONS FOR THE DESIGN AND ANALYSIS OF ROCK-SOCk~I'~D PILEs Pells, P J N; T~rner, R M Can Geotech J, VI6, N3, Aug 1979, Ph81-487 This paper gives elastic sOlutions for the following: (I) settlement of a shear socket, (2) settlement reduction due to recessment of a shear socket in a shaft, (3) settlement reduction of flexible or rigid footings due to recesmuent in a shaft, (4) load distribution in a rock socket, and (5) settlement of a rock socket. This paper illustrates the use of these solutions in the design of socketed piles and in the back-analysis of field tests on rock sockets. Auth. 805179 LATERAL DIsPLACEMENTs IN CIAY FOUNDATIONS UNDER ~mm~m~TS Tavenas, F; Mieussens, C; Bourges, F Can Geotech J, V16, N3, Aug 1979, P532-550 The lateral displacements developing in clay four~ations under 21 different embankments during construction and consOlidation have been analyzed. The develolmnent of a significant consolidation at the beginnlng of ar~ embankment construction has been confirmed. Undrained shear distortions develop near the end of construction when the clay foundation has become partly or entirely normally consolidated. This sequence of drained and undrained response of the foundation governs both the magnitude ar~ distribution with depth of the lateral displacemerits. Delayed lateral deformations can be sigmlficant and develop linearly with consolidation settlement. 805180 P(I~E-PRESSURE RESPONSE BENEATH A RING FOUNDATION IN CLAY Lo, K Y; Becker, D E Can Geotech J, VI6, N3, Aug 1979, P551-566
805169 SURFACE DEFLEXION IN ~ I N BY A ~ Uzan, J; Ishai, I; Geoteahx~que, VB0,
A TWO-LAYER ELASTIC MEDIUM RIGID BASE Hoffma~, M S N1, March 1980, PB9-47
Factors for calculating surface deflections under a losded area of amy shape resting on a two-layer elastic system are l~esented in tabulsr farm. The data are applied to the settlement of a fouzzlation on an embankment and to the deflection bowl of a pavement. 805170 DAMPING CONSTANTs FOR PILE DRIVEABILITY CALCULATIONs Litkouhi, S; Poskitt, T J Geotechnlque, VB0, HI, March 1980, 1717-86 Relates to the wave equation analysis of pile driving data, with particular reference to off_ shore structures. 805171 S ~ I ' £ ~ COMPARISON USED IN TANK-FAIL~RE STUDY Bell, R A; Iwaklri, J J Geotech Emgng Div ASCE, V106, NGT2, Feb 1980, P153-169 Reports an investigation into the possible causes that led to the failure of a 50000cu m oil storage tank in Japan, including a comparative study of the settlement behaviour of 33 large tar~ks on soft ground sites in Japan and other countries. 805172 REPEATED LOADING ON SINGLE PILEs IN SAND Chan~ S F; Hs/uma, T H J Geotech Engr~ Div ASCE, VI06, NGT2, Feb 1980, P171-188 Nomdynamic repeated load tests were conducted on single friction piles embedded in a medium dense sand. The 19-ram (0.75-in.) diam pile was instrumented to measure the distribution of axial loads along the shaft. It was found that the response of the pile to repeated loads is governed by the: (i) type of load, (2) amplitude of load, and (3) number of cycles of load applied. The effect of repeated loading was to bring about mot only large changes in the net movement per cycle, but also a redistribution of loads between the shaft and the base. 805173 DYNAMIC STIFFNESS OF GROUP OF BA','I'2~EDPILES. TECHNICAL NOTE Wolf, J P J Geotech EDg~g Div ASCE, VI06, NGT2, Feb
1980, P198-203 805174 VERTICAL VIBRATIONS OF MACHINE FOUNDATIONs Gazetas, G C; Roesset, J M J Geotech Eng~g Div ASCE, V105, NGT12, Dec 1979, P1435-1454 An analytical study of massive strip foundations excited by constant-force or rotating-mass type oscillators and placed on the surface of a linearly hysteretic soil layer on rock. 805175 GROUP FACTORS FOR PILE-DEFLECTION ESTIMATION Poulos, H G J Geotech Emgng Div ASCE, VI05, NGTI2, Dec 1979, P1~89V1509 A series of solutions is l~esented for group settlement, lateral deflection and rotation ratios, for a variety of pile-group configurations, spacings, and stiffnesses and for both
a homogeneous soil and a soil when modulus increases linearly with depth. These solutions have been obtained from an elastic amslysis and may be applied to the ap!~o!~iate slmglepile deflections to obtain the group response. 805176 L A ~ EARTH PRESSURES ON RIGID BRIDGE ABUTMENTS Ir~old, T S Highway Engr, V26, NI2, Dec 1979, P2-7 Presents a simple alternative earth l~essure theory which makes allowsm~e for the effects of compaction. Four case hist~'ies are cons i d l e d s_nd a ea~%~srison made between the observed pressure distributions and those derived using both current design methods the alternative theory. The results indicate that conventional design methods render a gross underestimation of bending moments induced in rigid walls and abutments. 805177 EXPERIMENTAL STUDY OF I~UNUHING COEFFICIENTS AND SHAPE FACTOR FOR ~WO-LAYERED sOILs. TECHNICAL NOTE Valsamgkar, A J; Meyerhof, G G Can Geotech J, V16, N~, Nov 1979, P802-805 The ultimate bearing capacity of deep foundations has been investigated for the case of a strong layer overlying a weak stratum. The stmdles are based on model tests using buried circular and strip footings for a range of layer thicknesses. 805178 ELASTIC SOLb~IONS FOR THE DESIGN AND ANALYSIS OF ROCK-SOCk~I'~D PILEs Pells, P J N; T~rner, R M Can Geotech J, VI6, N3, Aug 1979, Ph81-487 This paper gives elastic sOlutions for the following: (I) settlement of a shear socket, (2) settlement reduction due to recessment of a shear socket in a shaft, (3) settlement reduction of flexible or rigid footings due to recesmuent in a shaft, (4) load distribution in a rock socket, and (5) settlement of a rock socket. This paper illustrates the use of these solutions in the design of socketed piles and in the back-analysis of field tests on rock sockets. Auth. 805179 LATERAL DIsPLACEMENTs IN CIAY FOUNDATIONS UNDER ~mm~m~TS Tavenas, F; Mieussens, C; Bourges, F Can Geotech J, V16, N3, Aug 1979, P532-550 The lateral displacements developing in clay four~ations under 21 different embankments during construction and consOlidation have been analyzed. The develolmnent of a significant consolidation at the beginnlng of ar~ embankment construction has been confirmed. Undrained shear distortions develop near the end of construction when the clay foundation has become partly or entirely normally consolidated. This sequence of drained and undrained response of the foundation governs both the magnitude ar~ distribution with depth of the lateral displacemerits. Delayed lateral deformations can be sigmlficant and develop linearly with consolidation settlement. 805180 P(I~E-PRESSURE RESPONSE BENEATH A RING FOUNDATION IN CLAY Lo, K Y; Becker, D E Can Geotech J, VI6, N3, Aug 1979, P551-566