1) Drucker-Prager elastoplastic constitutive model
Drucker-Prager弹塑性本构模型
1.
And Drucker-Prager elastoplastic constitutive model is used to represent nonlinear and inelastic characteristics of soils.
通过无厚度的接触面单元模拟筏板–桩–土之间的非线性接触特性,同时采用Drucker-Prager弹塑性本构模型描述土的非线性特性,对桩筏基础进行了三维弹塑性有限元分析,得到了筏板–桩–土接触表面上法向应力和摩擦应力的分布以及桩周土体塑性变形发展情况。
2) Drucker-Prager constitutive model
Drucker-Prager本构模型
3) Drucker-Prager model
Drucker-Prager模型
1.
Drucker-Prager model is used to simulate the constitutive relation of soils.
该方法采用Drucker-Prager模型确定土体本构关系,在桩土之间设置无厚度接触单元,作为桩土界面的处理方式。
2.
This paper analyzes the influence of soil pressure at-rest on the displacement and internal force of support structure,by adopting the Drucker-Prager model and based on the FEM with considering the elastoplasticity of the soft clay.
在有限元分析的基础上,将土体视为非线性弹塑性介质,采用Drucker-Prager模型,分析了静止土压力系数的不同取值对基坑支护结构位移及内力的影响。
3.
Based on scene observation of the rock high-slope in Hongjiadu hydroelectric station left dam shoulder, Drucker-Prager model of elastic and elastic-plasticity for rock material in ANSYS, solid 42 and solid 2 elements for consildation are of rockmass and anchor bolt and link spar 1 element for anchor rope, and beam 3 for chotcrete are adopted to model ex.
本文在洪家渡水电站左坝肩岩质高边坡现场观测的基础上，岩体材料采用通用有限元软件ANSYS中的近似弹性或弹塑性Drucker-Prager模型，岩体和锚杆加固区采用二维4节点等参元solid42和三角形单元单元solid2；锚索采用一维2节点spar1单元，喷射混凝土支护采用二维beam3梁单元，对该岩质高边坡有、无支护等多工况的开挖与加固过程进行了数值模拟。
4) extended Drucker-Prager model
扩展Drucker-Prager模型
1.
In this paper,the extended Drucker-Prager model and Mohr-Coulomb model have been adopted as the elasto-plastic constitutive models of the soil and the master-slave contact surface model for the pile-soil contact surface.
土的弹塑性本构模型分别采用扩展Drucker-Prager模型和Mohr-Coulomb模型,桩-土接触面采用主从接触面模型,利用ABAQUS软件,对两根大直径桩的静载荷试桩结果进行了三维有限元数值模拟,结果表明:当土的内摩擦角Φ≤22°时,采用扩展Drucker-Prager模型较Mohr-Coulomb模型更好地模拟出大直径单桩竖向荷载作用下的荷载-沉降关系曲线;但当Φ>22°时,Mohr-Coulomb模型也能很好地模拟出大直径单桩的荷载-沉降关系曲线。
5) elastoplastic constitutive model
弹塑性本构模型
1.
Numerical format of elastoplastic constitutive model based on the unified strength theory in FLAC~(3D);
统一弹塑性本构模型在FLAC~(3D)中的计算格式
2.
A new method to define slippage line under local loading condition is presented based on Hill’s principle of strain bifurcation and the elastoplastic constitutive model of soil.
借助 Hill 的材料应变局部化原理和土的弹塑性本构模型,应用声学张量示踪边坡失稳滑移线发生和发展,提出了局部加载条件下的确定边坡失稳滑移线的方法。
3.
Based on the above physical fundamentals of sands subjected to cyclic rotation of principal stress axes,a new cyclic elastoplastic constitutive model for saturated sands aiming at describing the deformation behavior of sands due to cyclic rotation of principal stress axes is developed.
基于对上述应力主轴循环旋转条件下砂土的基本变形规律的认识,采用将主应力幅值变化以及应力主轴旋转产生的塑性变形单独加以考虑的办法,建立一个可合理考虑应力主轴循环旋转效应的砂土弹塑性本构模型,并对该模型在包含应力主轴旋转的多种复杂循环应力路径下的有效性进行验证。
6) elasto-plastic constitutive model
弹塑性本构模型
1.
Based on this yield criterion and elasto-plastic theory,an elasto-plastic constitutive model for coarse materials is established.
根据大坝应力路径,对粗粒料进行等应力比和等应力比增量等于常数的三轴剪切试验,得出了相应的应力–应变关系式和规律;根据粗粒料的试验强度曲线特征,提出用幂次型函数表述粗粒料的抗剪强度,并以此为屈服准则,结合弹塑性理论建立了粗粒料的弹塑性本构模型,该模型可以用一个统一的表达式表述,该模型概念清晰、模型参数较少;同时推导出粗粒料的弹塑性矩阵;通过试验验证模型计算得到的粗粒料应力–应变关系曲线和实测结果吻合较好。
2.
Based on the results of test under complex stress, the relationship of stress-strain under the principal stress with different directions is studied through experiments, and according to this, combined with the concept of state, an elasto-plastic constitutive model based on relationship of stress-dilatancy and simulated hyperbolic relationship of stress-strain is put forward.
基于复杂应力条件下的试验结果,就针对不同主应力方向对应力–应变关系的影响进行了试验研究,并在此基础上结合状态概念提出了基于应力–剪胀关系和应力–应变拟双曲线关系的弹塑性本构模型。
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