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simple support
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  简支
     Outer Formwork for Prefabrication of 24m and 32m Simple Support Box Beam for Passenger Dedicated Railway
     客运专线24、32m简支箱梁预制用外模方案介绍
短句来源
     Design of 25m Prestressed Simple Support Hollow Slabs
     25米预应力简支空心板设计
短句来源
     A test and exploration of the law of concrete hydratation heat for 20m monolithic simple support box girder
     20m整孔简支箱梁混凝土水化热规律测试与探讨
短句来源
     Analysis and Calculation of Simple Support Wall-Beam
     简支墙梁的分析与计算研究
短句来源
     Test Study of the Static and Dynamic Property on Prestressed Concrete Beam Constructed by Converting Simple Support into Continuous Support
     预应力混凝土先简支后连续梁静、动力试验研究
短句来源
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  简单支承
     Four boundary conditions,such as fixed clamp,moving clamp,hinge support and simple support,are considered. The load of homogeneous distribution and the load of homogeneous loundary bending moment are considered in examples of calculation.
     文中考虑了固定夹紧、可移夹紧、铰支承及简单支承等四种边界条件 ,在计算例题中 ,荷载考虑了均布荷载和均布边弯矩荷载。
短句来源
     Four boundary conditions,such as fixed clamp,moving clamp,hinge support and simple support,are considered.
     文中考虑了固定夹紧、可移夹紧、铰支承及简单支承等 4种边界条件 .
短句来源
  “simple support”译为未确定词的双语例句
     The results indicate that the interaction of Eu2O3 on the complex support differs from that having simple support.
     结果表明,Eu_2O_3在复合载体Al_2O_3/SiO_2上的固体-固体相互作用和Eu_2O_3在单一载体上分散时的情况有明显差异。
短句来源
     Engineering Practice of Low PPC Simple Support Beam Bridges
     低高度PPC简支梁工程实践
短句来源
     Construction technology of 24 m broken-line reinforced pretension prestressed concrete simple support beam
     24m先张法折线配筋预应力混凝土简支梁施工技术
短句来源
     CARRYING-CAPACITY ASSESSMENT OF CONCRETE SIMPLE SUPPORT BRIDGE
     混凝土简支梁桥承载力评估
短句来源
     Stress analysis to external prestressed concrete simple support beam
     体外预应力混凝土简支梁的应力分析
短句来源
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  simple support
It is found that for the case of simple support, the boundary layer behavior is different for straight and curved boundaries.
      
The stress distribution, the stress intensity factor and the resultant moment on the simple support are obtained.
      
The simple support is subjected to rotation and a crack initiates at its end.
      
The semi-infinite plane with the simple support on a part of the boundary is analyzed.
      
A crack and a debonding at an end of a simple support in plane elasticity
      
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Two methods for analyzing caisson-beams are introduced in this paper.One is the well-known method of redundant forces. The author has simplified this methed by using couples of redundant forces to set up a typical equation and pointing out the rule that the matrix of the coefficients of simultaneous linear equations which are organized from the expansion of that typical equation. This method can be easily solvd when the number of unknown redundant forces, or that of equations, is less than 3 or 4; but it will...

Two methods for analyzing caisson-beams are introduced in this paper.One is the well-known method of redundant forces. The author has simplified this methed by using couples of redundant forces to set up a typical equation and pointing out the rule that the matrix of the coefficients of simultaneous linear equations which are organized from the expansion of that typical equation. This method can be easily solvd when the number of unknown redundant forces, or that of equations, is less than 3 or 4; but it will be difficult when the number is more than that. In order to solve this difficulty the author suggests another kind of method of which the essential principle is mentioned in the following.Supposing that the distance between the beams is sufficiently short in comparing with their spans, we can set up a partial differential equation for its deffiection W, as we often do in the theory of elasticity. In this way we can solve it with its boundary conditions of simple supporting by sine series. From this we can easily get the formulas of bending moments, shears and twist moments of each beam by partially differentiating the function of deffiection. The result of the calculation proves that it quite agrees with the method of redundant forces when the distance between beams is no longer than 1/5 of their spans.There are some tables given in this raper for practical use.

本文介紹了計算井字梁的兩种方法。 第一种方法是按冗力送来計算的。本文利用了成对的未知力以建立冗力法的典型方程,指明了由典型方程所組成的联立方程中其系数排列的規律,从而簡化了建立方程的过程和減少錯誤的机会。冗力法仅在联立方程的数目不多于3至4时是相当方便的,若未知冗力过多,解算过程便異常繁重。为此,笔者提出了下述的第二种方法。 当梁的間距比梁的跨度为一較小的数值时,可应用彈性力学所常用的方法,建立一个关于井字梁撓度曲面的偏微分方程。以符合簡支边界条件的正弦级数求出撓度后,便可依微分关系求出各梁的弯矩、切力及扭矩。鈇摩辛柯在其著作中(見[3]§37)討論向異性板的弯曲时,亦曾附帶地提及本法的可能性。本文給出了全部計算公式及为实用的目的而制訂了各种数表。計算的結果表明当梁間距不大于跨度的1/5时,本法与冗力法的結果相差無几,而本法在应用上的簡便笑为任何方法所不及。

The paper deals with a new approach of the limit analysts of conical shells subjected to internal uniform pressure. On the basis of carrying-capacity from membrane theory, a rational correction is made for the bending effect according to the nature ofactual supporting condition. If the characteristic number of shell is suf-ficiently small, very simple formulae are obtained for the carrying capacity in the case of unmovable simple support as well as in the case of fixed support. The comparison with...

The paper deals with a new approach of the limit analysts of conical shells subjected to internal uniform pressure. On the basis of carrying-capacity from membrane theory, a rational correction is made for the bending effect according to the nature ofactual supporting condition. If the characteristic number of shell is suf-ficiently small, very simple formulae are obtained for the carrying capacity in the case of unmovable simple support as well as in the case of fixed support. The comparison with experimental data gives satisfactory result. The formula of the carrying-capacity is:where p-internal pressure, a-yield limit stress, h-thickness of shell, a-radius of shellbottom, r-half of vertex angle, , a= 1.45 of 1.65 according to casesof unmovable simple support or clamped support on the bottom of shell respectively.

本文研究了锥壳在受均布内压作用时极限分析的一个途径.以薄膜理论的极限载荷为基础,考虑了锥壳的实际支承条件而进行了弯曲效应的修正.同时,利用薄壳的特征值作为小参数,得到了非常简单的理论近似公式 其中σ_T为材料屈服极限,h为壳厚,α为底周半径,r为半锥角;α=1.45或1.65,分别相当于底周支承情况为不可移简支或为嵌固的情况.同实验资料进行比较,理论结果同实验数据符合情况良好.

This paper deals with the calculation or deflections and internal forces of shallow spherical shells under external uniform pressure by means of finite element method. Comparing with the well known approximate formula that of the boundary effect superposing to membrance solution, the cause producing a considerable error in the formula had been fond for an example of shallow spherical shell clamped on square bottom, Consequently, a modified fornmla has been proposed by producting a sum of infinite geometric progression....

This paper deals with the calculation or deflections and internal forces of shallow spherical shells under external uniform pressure by means of finite element method. Comparing with the well known approximate formula that of the boundary effect superposing to membrance solution, the cause producing a considerable error in the formula had been fond for an example of shallow spherical shell clamped on square bottom, Consequently, a modified fornmla has been proposed by producting a sum of infinite geometric progression. Results obtained in this paper for the above example are identical to that obtained by finite difference method. Additionally, for the singularity at corners or shallow spherical shells simple supported on hexagonal bottom, successive and automatic computation in fine mesh has been made using a transformation of similitude.

本文用有限元法对地下球扁壳的挠变与内力进行了分析与计算。文中以一 个四边固定的方底球扁壳为例,和通常的简单边界效应叠加无矩解的近似公式 作了比较,指出这个公式产生较大误差的原因;由此本文提出了乘以一个无穷 等比级数之和的修正公式。对于这个例子,本文结果与用差分法[3]所得结果完 全吻合。本文还采用相似变换,对正六角形底、周边简支球扁壳的奇异性角区 进行了逐次自动加密计算。

 
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