1) mechanicssoil mechanics
土塑性理论
2) the soil plasticity upper-bound theory
土的塑性上限理论
1.
An earth pressure calculation mormula is deduced based on the soil plasticity upper-bound theory when three-dimensional failure model is assumed by the arching effect in soil of pile separation.
基于土的塑性上限理论,结合桩间土的成拱效应,假设了土体的三维破坏模式,推导出作用在桩上土压力上限解,并与朗肯土压力计算结果进行了对比分析。
3) membrane theory of plasticity
粘土塑性的薄膜理论
4) plastic theory
塑性理论
1.
Based on the theory of composite elastic beam and the simplified plastic theory, a theoretical formula is proposed f.
基于组合梁弹性理论和简化塑性理论,提出新型组合梁的正截面承载力的建议计算公式,计算值与试验结果吻合良好。
2.
In this paper,the recent development and its application of the weighted residual method in plastic theory was simply generalized.
对加权余量法在塑性理论中的近期发展及应用作以简单的综述,并指出了今后进一步的研究课题。
5) plasticity theory
塑性理论
1.
Based on reinforced concrete plasticity theory,a model is made to use upper limit method to calculate limiting load of reinforced concrete deep beam shear resistance.
文中以钢筋混凝土塑性理论为基础,建立钢筋混凝土深梁抗剪强度计算模型,用上限方法来确定钢筋混凝土深梁剪切破坏时的极限荷载。
2.
Starting from the interaction between the soil-nailing and the soil body, applied soil plasticity theory and slope limit equilibrium analysis method, a new method was put forward for stability analysis of the soil-nailing protection structure based on the soil-arch effect and compa.
本文从土钉与土体之间相互作用原理出发,运用土的塑性理论和土坡的极限平衡分析方法,提出了基于土拱效应原理基础上的土钉支护结构稳定性分析的新方法,并与现行《规程》方法进行比较。
3.
A new method to determine the limit load of reinforced concrete deep beam when sheared was presented by upper-bound method based on reinforced concrete plasticity theory.
本文以钢筋混凝土塑性理论为基础,用上限方法确定了钢筋混凝土深梁剪切破坏时的极限荷载的计算方法。
补充资料：弹塑性岩体内竖井地压理论
弹塑性岩体内竖井地压理论
ground pressure around shaft in elastic-plastic rock
tonsux一ng yant一ne一shuJ一ngd一yol一}un弹塑性岩体内竖井地压理论(ground pres-sure around shaft in elastie一plastie roek)在表土或软岩中掘进竖井时，若岩体只产生弹性变形，岩体是稳定的，不必计算地压。只有在产生塑性及流变变形时，才需要计算地压;竖井各水平截面上地压不等。按轴对称条件求出竖井周边位移，再求出支护位移公式，将它们联立求解，即可得到竖井地压。也可用图解法找到两条位移与应力关系曲线的交点，该点的纵坐标值即为竖井地压(见图)竖井围岩周边位移公式为: “止 U 竖井变形地压计算图 1围岩位移曲线;z支护特性曲线 a(p。s、n，，+。eos叭)厂(尸。+。.eot，t川一sin，.门导 ZG，匕P。+cicot笋，J式中“。为竖井围岩周边位移，m;a为竖井掘进半径，m;P0为原岩水平应力，重力场条件下，P0一六yI1，MPa;c，为第i层岩石粘结力，MPa;尸b为支护抗力，等于围岩作用在支护结构上的径向压力，但作用方向相反，MPa;笋，为第i层岩石内摩擦角;G.为第!层岩石剪切弹性模量;MPa。 竖井筒形支护特性方程为: l一群2厂bZ+a，尸1。， z，‘一二六舟}头‘-共一一IP，b EL右2一aZx一尸J“”式中u。为支护外半径表面的径向位移，支护与围岩密贴的情况下，“，一“、;E及产分别为支护材料的弹性模量及泊桑比;“为支护内半径，m;b为支护外半径，m;尸二为竖井变形地压，尸。一尸b，MPa。 (高磊)
说明：补充资料仅用于学习参考，请勿用于其它任何用途。
参考词条