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位移问题
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  displacement problem
     General Solution of Multi-Valued Displacement Problem of an Eccentric Circular Ring
     偏心圆环多值位移问题的一般解
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     On the Finite Displacement Problem of a Hollow Cylinder under Internal and External Pressures
     圆筒在内外压力作用下的有限位移问题
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     On the Finite Displacement Problem of a Hollow Sphere under Internal and External Pressures
     空心球体在内外压力作用下的有限位移问题
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     THE SOLUTION TO THE FINITE DISPLACEMENT PROBLEM OF A CIRCULAR CYLINDER UNDER TORSION BY USING THE METHOD OF SMALL PARAMETER EXPANSIONS
     小参数展开法解圆柱扭转的有限位移问题
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  “位移问题”译为未确定词的双语例句
     Study on Net Displacements of National Teenagers Trampoline Championships
     全国青少年蹦床锦标赛网上位移问题研究
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     A group of analytical solutions for the displacement of nonlinear elasticity plane
     非线性弹性平面位移问题的一组解析解
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     THE FINITE ELEMENT ANALYSIS FOR LARGE DEFLECTION OF SPACE TRUSSES
     空间桁架大位移问题的有限元分析
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     beams are transfered into the problems of solving its displacements under a special load and the formula of the equivalent nodal forces of the elements subjected to the special load are derived in the article.
     根据影响线定理,本文将求解连续梁影响线的问题转化为求解特殊荷载作用下的位移问题,并推导出特殊荷载的等效节点力的公式。
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     AN INCREMENTAL FINITE ELEMENT THEORY FOR ELASTIC LARGE DEFLECTION OF SPACE TRUSSES
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     Problems
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     From the analysis to the behavior of problems embodied in
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     Some solutions of Markushevich problem with shift
     带位移Markushevich问题的求解
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     SOME SOLUTIONS OF DEGENERATE MARKUSHEVICH PROBLEM WITH SHIFT
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     AN ANALYSIS OF DISPLACEMENT
     位移分析
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  displacement problem
A two-dimensional displacement problem in nonhomogeneous layered strata in the presence of an unknown moving boundary
      
Two-dimensional displacement problem in schistose strata
      
An exact solution of the one-dimensional displacement problem is constructed.
      
The Modified Upwind Finite Difference Fractional Steps Method for Compressible Two-phase Displacement Problem
      
For compressible two-phase displacement problem, the modified upwind finite difference fractional steps schemes are put forward.
      
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It is pointed out in this paper that the following apparent discrepancies exist in Coulomb's Theory: (1) In any problem in mechanics, a force to be definite must have all the three factors involved under consideration. In Coulomb's Theory, however, the point of application of the soil reaction on the plane of sliding is somehow neglected, thus enabling the arbitrary designation of the obliquity of the earth pressure on the wall to be equal to the friction angle between the wall surface and soil. As a matter...

It is pointed out in this paper that the following apparent discrepancies exist in Coulomb's Theory: (1) In any problem in mechanics, a force to be definite must have all the three factors involved under consideration. In Coulomb's Theory, however, the point of application of the soil reaction on the plane of sliding is somehow neglected, thus enabling the arbitrary designation of the obliquity of the earth pressure on the wall to be equal to the friction angle between the wall surface and soil. As a matter of principle, the point of application should never be slighted while the obliquity of the earth pressure could only have a value that is compatible with the conditions for equilibrium. (2) If the point of application of the soil reaction is taken into account in the problem, the sliding wedge would only tend to slide either on the plane of sliding or on the surface of wall but not on both at the same time, thus frustrating the very conceptidn of sliding wedge upon which Coulomb's Theory is founded. (3) The above discrepancies arise from the fact that the shape of the surface of sliding should be curvilinear in order to make the wedge tend to slide as desired, while Coulomb, however, adopted a plane surface instead. (4) Coulomb, in finding the plane of sliding, made use of the maximum earth pressure on the wall (for active pressure), which refers to the different magnitudes of pressure corresponding to different assumed inclinations of the plane of sliding. But from the relation between the yield of wall and amount of pressure, this maximum value is really the minimum pressure on the wall, which it is the purpose of the theory to find. In engineering books, however, this terminology of maximum pressure has caused considerable confusion, with the result that what is really the minimum pressure is carelessly taken as the maximum design load for the wall. How can a minimum load be used in a design?This paper also attempts to clarify some contended points in Rankine's Theory: (1) It is claimed by Prof. Terzaghi that Rankine's Theory is only a fallacy because of the yield of wall and that of the soil mass on its bed. This charge is unjust as it can be compared with Coulomb's Theory in the same respect. (2) Some books declare that Rankine's Theory is good only for walls with vertical back, but it is proved in this paper that this is not so. (3) It is also generally believed that Rankine's Theory is applicable only to wall surfaces with no friction. This is likewise taken by this paper as unfounded and illustration is given whereby, in this regard, Rankine's Theory is even better than Coulomb's, because it contains no contradiction, as does Coulomb's.

本文從力學觀點對庫隆理論提出下列問題:(1)在解算力學問題時,每個力有三個因素都該同時考慮,但庫隆對土楔滑動面上土反力的施力點竟置之不理,因而才能對擋土墙上土壓力的傾斜角作一硬性假定,使它等於墙和土間的摩阻角,然而施力點是不能不管的,因而土壓力的傾斜角是不能離開平衡條件而被隨意指定的。(2)如果考慮了土反力的施力點,則土楔祇能在滑動面上,或在墙面上,有滑動的趨勢,而不能同時在兩個面上都有滑動的趨勢,因而庫隆的基本概念“滑動土楔”就站不住了。(3)問題關鍵在滑動面的形狀;如要使土楔在滑動面和墙面上同時有滑動趨勢,則滑動面必須是曲形面,然而庫隆採用了平直形的滑動面。(4)庫隆的土楔滑動面是從墙上最大的土壓力求出的(指主動壓力),這裏所謂“最大”是指適應各個滑動面的各個土壓力而言,但對適應墙在側傾時土壓力應有的變化來說,這個最大土壓力却正是墙上極限壓力的最小值。一般工程書籍,以為這土壓力既名為最大,就拿它來用作設計擋土墙的荷載,荷載如何能用最小的極限值呢?本文對朗金理論中的下列問題作了一些解釋:(1)朗金理論在擋土墙的位移問題上所受的限制,是和庫隆理論一樣的,竇薩基教授曾就此問題認為朗金理論是幻想,似乎是無根據的。...

本文從力學觀點對庫隆理論提出下列問題:(1)在解算力學問題時,每個力有三個因素都該同時考慮,但庫隆對土楔滑動面上土反力的施力點竟置之不理,因而才能對擋土墙上土壓力的傾斜角作一硬性假定,使它等於墙和土間的摩阻角,然而施力點是不能不管的,因而土壓力的傾斜角是不能離開平衡條件而被隨意指定的。(2)如果考慮了土反力的施力點,則土楔祇能在滑動面上,或在墙面上,有滑動的趨勢,而不能同時在兩個面上都有滑動的趨勢,因而庫隆的基本概念“滑動土楔”就站不住了。(3)問題關鍵在滑動面的形狀;如要使土楔在滑動面和墙面上同時有滑動趨勢,則滑動面必須是曲形面,然而庫隆採用了平直形的滑動面。(4)庫隆的土楔滑動面是從墙上最大的土壓力求出的(指主動壓力),這裏所謂“最大”是指適應各個滑動面的各個土壓力而言,但對適應墙在側傾時土壓力應有的變化來說,這個最大土壓力却正是墙上極限壓力的最小值。一般工程書籍,以為這土壓力既名為最大,就拿它來用作設計擋土墙的荷載,荷載如何能用最小的極限值呢?本文對朗金理論中的下列問題作了一些解釋:(1)朗金理論在擋土墙的位移問題上所受的限制,是和庫隆理論一樣的,竇薩基教授曾就此問題認為朗金理論是幻想,似乎是無根據的。(2)有些工程書中認為朗金理論是專為垂直的墙?

In most of the analyses of the soil-structure interaction problems, usually two extreme assumptions are made, i.e., the interface is so smooth that no shearing stresses could be transmitted, or it is so rough that soil and structure would be a perfect continuum. However, relative displacements on the both sides of the interface will eventually take place in the process of transmitting forces.In this paper such a case as mentioned above is studied by introducing the socalled joint element. The primary conclusion...

In most of the analyses of the soil-structure interaction problems, usually two extreme assumptions are made, i.e., the interface is so smooth that no shearing stresses could be transmitted, or it is so rough that soil and structure would be a perfect continuum. However, relative displacements on the both sides of the interface will eventually take place in the process of transmitting forces.In this paper such a case as mentioned above is studied by introducing the socalled joint element. The primary conclusion We have arrived at is that the horizontal relative displacements have great influences only on the term corresponding to the translational modal shape in the dynamic stiffness matrix of the soil.

在多数关于土——结构相互作用问题的分析中,通常作二个极端的假设;也即是假设接触界面如此光滑以致不能传递剪力;或者是假设接触界面如此粗糙而致七与结构成为一个完全的连续体。然而,在传力过程中,接触界面二侧有时往往会发生相对位移。本文通过引入所谓联结单元对上述接触界面二侧的相对位移问题进行了研究。初步的结论是:水平相对位移仅对于土的动力刚度矩阵中的相应于水平振型项具有较大的影响。

Determining the stresses and displacements of the rocks surrounding the long openings and boreholes are a three dimensional problem.

井巷和钻孔周围的应力和位移问题属于三维问题。作者分析了这类工程的特殊边界条件,并根据弹性力学应力和位移叠加原理,建议其弹性应力场采用下列简化模式: 三维应力场=平面应变+面外剪切+单轴压缩。按这一模式对圆形巷道应力和位移的计算结果与复杂的三维解析方法得到的结果完全一致。采用这一模式可以充分利用已有的有关平面问题的解答,简化三维问题的计算,降低模型试验的复杂程度。这一观点亦可用来对实际工程中出现的地压现象做简捷的分析。本文利用简化模式给出了圆形断面井巷和钻孔周围扣去原始压缩的相对位移公式。

 
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