1) principal stress space
主应力空间
1.
The characteristics of exponential strength criterion in principal stress space are studied.
在研究强度准则在主应力空间内的力学特征之后,建议依据应力趋于无限时中间主应力与最小主应力对强度的影响系数在σ2=σ3处相等来确定强度准则参数,由此得到的拟合误差并未显著增大。
2) stress space
应力空间
1.
In 3-D stress space, simplified form of Mohr-Coulomb equivalent area circle yield criterion is derived by adopting analytic geometry method.
在三维应力空间 ,采用解析几何的方法 ,导出了莫尔 -库仑等面积圆屈服准则的简化形式 。
2.
The method of derivation of elasto-plastic constitutive relation is established under general loading law in stress space and strain space.
在此基础上,在应力空间和应变空间中建立了推导一般加载规律的多维增量理论的本构关系的一种途径。
3.
A model for a constitutive relation of rock mass dscribed in stress space is established and its application in engineering is discussed.
在分析岩体细观和宏观损伤特征及其与岩体非弹性变形之间关系的基础上,运用损伤面来定义弹性—损伤准则,建立了在应力空间描述岩体损伤本构关系的一种模型,并对该模型在工程中的应用进行了讨论。
3) Space stress
空间应力
1.
Theoretical analysis and numerical examples show that it is feasible to analyze plane or space stress problems.
基于有限元基本思想,根据微元体与平面桁架单元或空间桁架单元应力、应变等效原则构造出一种更为简单适用的等效铰结桁架单元,理论分析和计算结果表明,用此模型来等效分析计算平面或空间应力问题是可行的,它能达到减少计算工作量,易于分析程序编制,方便数据后处理等目的,并能满足工程精度要求。
2.
Non-liner space stress distribution laws and transfer mechanism of anchorage zone of stayed-cable and steel box girder are mastered and design parameters of anchor structure are optimized.
掌握了斜拉索与钢箱梁锚固区域的非线性空间应力分布规律及传力机理,优化锚固结构的设计参数;同时,提出了减小应力集中的构造措施。
3.
The information asset safety attribute space is established through a space conversion on the information asset attributes, and the dynamic space stress calculation model of the assets of the relationship between attributes is based on space stress function.
通过对信息系统资产的安全属性进行空间转化,构造出信息资产安全属性空间,基于空间应力函数建立了资产属性相互关系动态应力模型。
4) spatial stress
空间应力
1.
On the basis of design of an externally prestressed trial bridge located on certain expressway,the spatial stress simulation model of cable anchorage zone of the bridge is analyzed,the stress distribution and mechanical properties of this key area are studied by bridge analysis software MIDAS/Civil,and the steels distributed for corresponding area are designed using strut-and-tie modle.
结合某高速公路体外预应力试验桥的设计,利用桥梁分析专业软件M IDA S/C iv il对该桥的钢索端部锚固区域进行了空间应力仿真分析,研究了关键区域的应力分布、受力特点。
2.
Based on the structural analysis of the whole model of spatial beam,the spatial stress distribution of back anchorage zone is analyzed by building the geometry model and finite element model of the bridge in ANSYS.
为准确确定大跨度异型斜拉桥的结构受力情况,以采用三角形异型塔、2根水平压杆和1根后斜拉杆交汇于后锚点的、主跨为225m的某大跨度异型斜拉桥为例,在空间杆系模型整体结构分析的基础上,采用ANSYS建立结构的几何模型和有限元模型,分析后锚点的空间应力分布情况。
3.
The bridge spatial stress was finite element analyzed with Midas software,the stress and deformation situation of every component under bridge dead load state were reappeared.
结合一座跨径为116 m的预应力混凝土无背索独塔斜拉桥,对其空间进行静力分析,借用Midas软件对该桥空间应力有限元分析,再现了大桥成桥状态下各构件的应力和变形情况,并初步探讨了无背索斜拉桥的动力特性,以丰富该桥型的研究内容。
5) intermediate principal stress
中间主应力
1.
Biaxial compressive test apparatus,test techniques and test results of rock materials are reviewed in the paper,and pointed out shortcomings such as most current failure criteria ignore the affection of intermediate principal stress,samples too small to assess the scale effects and the friction between the loading platen and sample which affects the failure mode of sample.
综述岩石双轴压缩研究的试验方法、试验设备和研究成果,指出大部分现有的破坏准则忽视了中间主应力的影响,选用试件尺寸太小以致无法充分考虑尺寸效应,加载头与试件受压面之间存在的摩擦力影响试件破坏形态。
2.
The peak value of strength increases with the intermediate principal stress and the maximum of increase is 65.
结果表明:峰值强度(σ1)随着中间主应力(σ2)的增加有所提高,峰值强度的最大增加量达到65。
3.
Accordingly,the formula of active earth pressure considering the effect of the intermediate principal stress under plane strain condition is proposed.
在此基础上,得到了考虑中间主应力影响的主动土压力计算公式。
6) stress subspace
应力子空间
1.
The characteristics of natural stress modes and stress subspace in finite element were discussed in detail.
详细讨论了有限元本征应力模式和应力子空间的性质,并着重讨论和进一步完善了与杂交应力有限元应力子空间有关的一些定理,为提出新方法提供了理论基础。
补充资料：主应力
主应力
principal stress
zhuyingli主应力(prineipal stress)没有切应力作用的截面上的法向应力。经数学证明，金属塑性加工时于变形物体内某一点的应力状态可用下式所表示的二次曲面来确定: A“一‘X“十乞丁2+氏Z“+2场叉丫 +2殊yZ十2屯Z尤(1)式中A为任意常数，几、丐、么和rx.、，、几分别为作用在通过该点所引三个相互垂直坐标面上的正应力和切应力，X、Y、Z为此二次曲面上某点的坐标。当所取坐标轴的位置发生变化时，即用新的坐标来表示该曲面时，式中各项的系数将发生变化。这样，通过上述确定应力状态的点总可以引出这样三个相互垂直的平面(与坐标面平行)，在其上仅有正应力而无切应力。主应力符号的脚标分别用l、2、3表示，以分别代替正应力的脚标x、y、z。这样，所得到的三个主应力应为。1、。2、a:，分别作用在三个坐标面上。
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