We now imagine that the deviator load is increased sufficiently to produce a slow rupture of the sample . 现在设想偏载荷增加到足以使试件缓慢破坏。
2.
A fracture criterion based on the deviator strain energy density factor 形状改变比能密度因子断裂准则
3.
The latest experimental results of rock creep were used : the third invariant of deviator stress tensor had greater effect on creep properties ; the stress threshold of lateral creep of rock was 20 % ~ 40 % less than that of axial creep of the same rock 文中应用了课题组近期岩石流变实验研究的结果：应力偏量第三不变量对岩石蠕变影响显著；岩石侧向蠕变的应力阀值比轴向蠕变应力阀值低20 % ~ 40 % 。
4.
According to the test results of localization and shear bands formation under the consolidated undrained plane strain compression tests on soft clay in shanghai , it was found that the deviator stress of shear band beginning to form was very close to its yield point in clay soils 摘要根据上海软土在固结不排水平面应变压缩试验条件下应变局部化和剪切带形成的实测研究结果，发现粘性土剪切带开始形成的偏应力为其屈服点。
5.
Based on the duncan - chang e - b model , which can simulate earth - rock dam ' s non - linear mechanics behavior well , the paper introduced the nature coordinate system to the stress space . in this way , hydrostatic stress and stress deviator were decomposed each other . therefore , a partial derivative formulation about displacement and parameter in finite element evaluation was derived in a closed form 论文以能较好模拟土石坝非线性力学行为的duncan - change - b模型为基础，通过引入应力空间下的自然坐标系，分解应力球量与应力偏量，从而导出一个在有限元计算中，位移对参数偏导数的闭合形式公式。
6.
The study in the paper starts with beam distortions , and it treats the plastic deformation area as pure bending sect , rest of the beam as rigid bodies . according to different shapes of the external tendons , it divides into three structural forms familiar in projects , that is the beams with no deviator , with a deviator and with two deviators , and studies the relation between the deformation of the external prestressing tendons and that of the beams , and derives the formulas of the ultimate stress increment of external tendons . in the formulas , the ultimate angle corresponding to half of the plastic deformation area is considered as a variable parameter 本文首先从梁极限状态下的变形入手,将塑性铰区看作纯弯段,将塑性铰以外的区域看作刚体,按照体外预应力筋的形状不同,分工程中最常见的三种体外结构形式,即无转向块的直线型体外筋混凝土梁、具有一个转向块的单折线型梁和具有两个转向块的双折线型梁,研究体外预应力筋变形和梁体的变形间的关系,推导出以极限状态下塑性铰区之半对应的转角为参数的计算体外预应力混凝土简支梁以及连续梁的体外筋应力增量计算公式,并进一步求得梁的极限承载力。
