In order to obtain the earth pressure coefficient at rest (K0) at higher consolidation pressures during secondary compression, a series of K0 tests for saturated reconstituted clay were conducted. The results indicate...In order to obtain the earth pressure coefficient at rest (K0) at higher consolidation pressures during secondary compression, a series of K0 tests for saturated reconstituted clay were conducted. The results indicate that the measured K0 in secondary compression can be described by equations related to internal friction angle, secondary compression coefficient, compression index, recompression index, and sediment time. Effects of consolidation pressures and sediment time on K0 during secondary compression can be attributed to cementation (part of cohesion) increase and internal friction angle decrease. Cementation increase leads to nonlinear variation for K0 and internal friction angle decrease results in increase of K0. K0 computed by equations associated with internal friction angle is overestimated at apparent lower consolidation pressures with different sediment time, which agrees with the measured values well at apparent higher consolidation pressures.展开更多
<span style="font-family:Verdana;">This paper proposes a numerical simulation of the mechanical behavior of a reinforced concrete pile foundation under an axial load. In fact, the foundation of a struc...<span style="font-family:Verdana;">This paper proposes a numerical simulation of the mechanical behavior of a reinforced concrete pile foundation under an axial load. In fact, the foundation of a structure represents the essential structural part of it, because it ensures its bearing capacity. Among the types of foundation, </span><span style="font-family:Verdana;">deep</span><span style="font-family:Verdana;"> foundation is the one for which from a mechanical point of view, the justification takes into account the isolated or combined effects of base resistance offered by the soil bed and lateral friction at the soil-pile interface;the latter being the consequence of a large contact surface with the surrounding soil;hence the need to study the interaction between the soil and the pile in service, in order to highlight the characteristics of soil which influence the mechanical behavior of pile and therefore the stability of the structure. In this study,</span><span><span><span style="font-family:""> </span></span></span><span><span><span style="font-family:""><span style="font-family:Verdana;">the reinforced concrete pile is supposed to be </span><span style="font-family:Verdana;">elastic,</span><span style="font-family:Verdana;"> and characterized by a young’s modulus (</span><i><span style="font-family:Verdana;">E</span></i><span style="font-family:Verdana;">) and a Poisson’s ratio (</span></span></span></span><span style="font-family:Verdana;"><span style="font-family:Verdana;"><i><span style="font-family:Verdana;">ν</span></i></span></span><span><span><span style="font-family:""><span style="font-family:Verdana;">). The soil obeys to a Camclay model characterized by </span><span style="font-family:Verdana;">a cohesion</span><span style="font-family:Verdana;"> (</span><i><span style="font-family:Verdana;">c</span></i><span style="font-family:Verdana;">), an initial voids ratio (</span></span></span></span><span style="font-family:Verdana;"><span style="font-family:Verdana;"><i><span style="font-family:Verdana;">e</span></i></span></span><span style="font-family:Verdana;"><span style="font-family:Verdana;"><sub><span style="font-family:Verdana;">0</span></sub></span></span><span style="font-family:Verdana;"><span style="font-family:Verdana;"><span style="font-family:Verdana;">), shearing resistance angle (</span></span></span><span style="font-family:Verdana;"><span style="font-family:Verdana;"><i><span style="font-family:Verdana;">φ</span></i></span></span><span><span><span style="font-family:""><span style="font-family:Verdana;">) </span><span style="font-family:Verdana;">and</span><span style="font-family:Verdana;"> a pre-consolidation pressure (</span></span></span></span><span style="font-family:Verdana;"><span style="font-family:Verdana;"><i><span style="font-family:Verdana;">P</span></i></span></span><span style="font-family:Verdana;"><span style="font-family:Verdana;"><sub><span style="font-family:Verdana;">0</span></sub></span></span><span><span><span style="font-family:""><span style="font-family:Verdana;">). A joint model with a </span><span style="font-family:Verdana;">Mohr Coulomb</span><span style="font-family:Verdana;"> behavior characterizes the soil-pile interface. The loading is carrying out by imposing a vertical monotonic displacement at the head of </span><span style="font-family:Verdana;">pile</span><span style="font-family:Verdana;">. The results in terms of stress and displacement show that the bearing capacity of the pile is influenced by various soils characteristics, it appears that the vertical stress and the force mobilized at rupture increase when the initial pre_consolidation pressure, the cohesion </span><span style="font-family:Verdana;">and</span><span style="font-family:Verdana;"> the internal friction angle of soil increase;and when the initial soil voids index decreases.</span></span></span></span>展开更多
基金Projects(50534040, 50974117) supported by the National Natural Science Foundation of ChinaProject(20110491489) supported by China Postdoctoral Science FoundationProject(2011QNA03) supported by Fundamental Research Funds for Central Universities, China
文摘In order to obtain the earth pressure coefficient at rest (K0) at higher consolidation pressures during secondary compression, a series of K0 tests for saturated reconstituted clay were conducted. The results indicate that the measured K0 in secondary compression can be described by equations related to internal friction angle, secondary compression coefficient, compression index, recompression index, and sediment time. Effects of consolidation pressures and sediment time on K0 during secondary compression can be attributed to cementation (part of cohesion) increase and internal friction angle decrease. Cementation increase leads to nonlinear variation for K0 and internal friction angle decrease results in increase of K0. K0 computed by equations associated with internal friction angle is overestimated at apparent lower consolidation pressures with different sediment time, which agrees with the measured values well at apparent higher consolidation pressures.
文摘<span style="font-family:Verdana;">This paper proposes a numerical simulation of the mechanical behavior of a reinforced concrete pile foundation under an axial load. In fact, the foundation of a structure represents the essential structural part of it, because it ensures its bearing capacity. Among the types of foundation, </span><span style="font-family:Verdana;">deep</span><span style="font-family:Verdana;"> foundation is the one for which from a mechanical point of view, the justification takes into account the isolated or combined effects of base resistance offered by the soil bed and lateral friction at the soil-pile interface;the latter being the consequence of a large contact surface with the surrounding soil;hence the need to study the interaction between the soil and the pile in service, in order to highlight the characteristics of soil which influence the mechanical behavior of pile and therefore the stability of the structure. In this study,</span><span><span><span style="font-family:""> </span></span></span><span><span><span style="font-family:""><span style="font-family:Verdana;">the reinforced concrete pile is supposed to be </span><span style="font-family:Verdana;">elastic,</span><span style="font-family:Verdana;"> and characterized by a young’s modulus (</span><i><span style="font-family:Verdana;">E</span></i><span style="font-family:Verdana;">) and a Poisson’s ratio (</span></span></span></span><span style="font-family:Verdana;"><span style="font-family:Verdana;"><i><span style="font-family:Verdana;">ν</span></i></span></span><span><span><span style="font-family:""><span style="font-family:Verdana;">). The soil obeys to a Camclay model characterized by </span><span style="font-family:Verdana;">a cohesion</span><span style="font-family:Verdana;"> (</span><i><span style="font-family:Verdana;">c</span></i><span style="font-family:Verdana;">), an initial voids ratio (</span></span></span></span><span style="font-family:Verdana;"><span style="font-family:Verdana;"><i><span style="font-family:Verdana;">e</span></i></span></span><span style="font-family:Verdana;"><span style="font-family:Verdana;"><sub><span style="font-family:Verdana;">0</span></sub></span></span><span style="font-family:Verdana;"><span style="font-family:Verdana;"><span style="font-family:Verdana;">), shearing resistance angle (</span></span></span><span style="font-family:Verdana;"><span style="font-family:Verdana;"><i><span style="font-family:Verdana;">φ</span></i></span></span><span><span><span style="font-family:""><span style="font-family:Verdana;">) </span><span style="font-family:Verdana;">and</span><span style="font-family:Verdana;"> a pre-consolidation pressure (</span></span></span></span><span style="font-family:Verdana;"><span style="font-family:Verdana;"><i><span style="font-family:Verdana;">P</span></i></span></span><span style="font-family:Verdana;"><span style="font-family:Verdana;"><sub><span style="font-family:Verdana;">0</span></sub></span></span><span><span><span style="font-family:""><span style="font-family:Verdana;">). A joint model with a </span><span style="font-family:Verdana;">Mohr Coulomb</span><span style="font-family:Verdana;"> behavior characterizes the soil-pile interface. The loading is carrying out by imposing a vertical monotonic displacement at the head of </span><span style="font-family:Verdana;">pile</span><span style="font-family:Verdana;">. The results in terms of stress and displacement show that the bearing capacity of the pile is influenced by various soils characteristics, it appears that the vertical stress and the force mobilized at rupture increase when the initial pre_consolidation pressure, the cohesion </span><span style="font-family:Verdana;">and</span><span style="font-family:Verdana;"> the internal friction angle of soil increase;and when the initial soil voids index decreases.</span></span></span></span>