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Several typical problems in the seismic response analysis of soil layers with deep deposits have been studied according to the seismic response analysis of the soil layer in the Shanghai region.


In the seismic response analysis, the effect of angle of inclination of the rock surface under the soil layer can be neglected if the angle is not more than two degrees.


In order to compare the effect of 2D irregular topography, the seismic response analysis of 1D model is carried out by using the equivalent linear method.


For indicating the effect of the spatial correlation of input motions, the horizontal uniform inputs, as well as the horizontal and vertical uniform input are carried out for the seismic response analysis of the site.


A method of acoustic response analysis to identify an echo signal source is suggested.

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 In this paper, the finite element technique is used to construct the mass and stiffness matrices of the revolutionary shell,and the finite elem ent procedure is used in conjunction with a simple source distribution on all surfaces of a liquid, which is contained in the rovolutionary shell, to drive the expressions for the mass and stiffness(because of the gravity) matrices of the liquid. Once they are obtained, they can be combined with those of that shell in order to analysis the earthquake hydroelastic respo... In this paper, the finite element technique is used to construct the mass and stiffness matrices of the revolutionary shell,and the finite elem ent procedure is used in conjunction with a simple source distribution on all surfaces of a liquid, which is contained in the rovolutionary shell, to drive the expressions for the mass and stiffness(because of the gravity) matrices of the liquid. Once they are obtained, they can be combined with those of that shell in order to analysis the earthquake hydroelastic respo nse of the liquid storage tanks. Two examples of the revolutionary liquid storage tanks supported by columms was discussed. Due to the circum ferential. deformation of the tank, caused by horizontal earthquake, is of the cosine type, we may use the concept of "substructure" to deal with the couple problem of the Fourian coefficient when the axissymmetry of the revolutionary shell was destroyed. At last, in order to simplify the earthquake response analysis of the tank, based on the calculation above, the antiearthquake evaluation on three examples are illustrated with the beam deformation theory, and then the approximate method to dea1 with the more complex problem for the structure in water is presented. Along with it the actual measured results of that three calculated examples are descriped.  本文按有限元法导出了回转壳的刚度阵和质量阵，并用有限元法与源汇法 相结合的方法导出了该容器中液体的刚度阵（重力引起的）与质量阵，把它们 相应地加在一起就可用于对贮液罐作水弹性抗震分析。同时，对文中两个具有 柱支承的贮液罐，因其在水平地震时其周向主要呈ｃｏｓθ变形，于是，可利用 “子结构”的概念来处理当回转壳轴对称性被破坏时所出现的富氏系数耦联问 题。最后，为了使贮液罐抗震分析得到简化，本文又在上面计算分析的基础 上，按梁变形理论对文中列举的三个具体算例进行了抗震分析。从而为一些较 复杂的水中工程结构的抗震分析提供了近似计算方法。 文后列举了三个算例的频率实测结果。  This paper reports the tests of an eightstory shear wall structural model ( 1/20scale ) on shaking table. Dynamic characteristics of shear wall structures, elastoplastic dynamic response, credibility of joints and failure mechanism of structure were investigated. Measured data of elastoplastic dynamic response were compared with theoretical values calculated by multimass system dynamic response analysis of tall building structures. The results were in good agreement and showed that the structures will... This paper reports the tests of an eightstory shear wall structural model ( 1/20scale ) on shaking table. Dynamic characteristics of shear wall structures, elastoplastic dynamic response, credibility of joints and failure mechanism of structure were investigated. Measured data of elastoplastic dynamic response were compared with theoretical values calculated by multimass system dynamic response analysis of tall building structures. The results were in good agreement and showed that the structures will have sufficient earthquake resistance when reasonable structural details and adaptable percentage of reinforcement are provided.  本文通过对8层剪力墙结构模型(1/20缩尺)在振动台上进行试验,研究了剪力墙结构的动力特性、弹塑性反应、连接构造的可靠性和破坏特征。以试验值和按分层模型弹塑性动力分析的计算值相比较,两者很接近。研究结果表明高层建筑剪力墙结构只要有合理的构造、适当的配筋率,抗震性能是良好的。  Based on the assumption of undrained behavior, author has proposed previously a finite element method for calculating the pore pressure and permanent deformation of saturated sands during earthquake.In this paper, the method is extended to including both generation and dissipation of pore pressure coupled with deformation under two dimensional condition.The analytical procedure consists of earthquake stage and postearthquake stage, and each stage is subdivided into several time steps. For the first stage, both... Based on the assumption of undrained behavior, author has proposed previously a finite element method for calculating the pore pressure and permanent deformation of saturated sands during earthquake.In this paper, the method is extended to including both generation and dissipation of pore pressure coupled with deformation under two dimensional condition.The analytical procedure consists of earthquake stage and postearthquake stage, and each stage is subdivided into several time steps. For the first stage, both dynamic response analysis and static analysis are required for every time step, but the static analysis only is necessary for postearthquake stage.The dynamic analysis is based on equival; ent nonlinear viscouselastie midel, similar to that proposed by Idriss and Seed in their programm QUAD4, and the static analysis is made in the way as that of Biot's consolidation theory for clay. The dynamic shear modulus and damping ratio are calculated by the formulas (l)and (2),proposed originally by Hardin & Drnevich and revised by author considering simultaneous action of the dynamic normal stress and shear stress with introducing a parameter of coativity W. From dynamic analysis, the residual volumetric and shear deformation increments are obtained according to the constitutice relationships (5) and(6), in wich N and AN are the equivalent number of uniform cycles and its increment, γd and ρd are the dynamic shear strain amplitude and dynamic normal stress amplitude, δ is a measure of asymmetry of the dynamic shear stress, and C1,C2,C3,C4, G5 are five constants.In the static analysis, the initial strain method is used, hence the above mentioned volumetric and shear deformation increments are converter! to fictive nodal forces.A response analysis of a sand layer to horizontal bed rock motion is given as an illustration.  对地震作用下饱和砂土的孔隙压力和残余变形,作者曾根据孔隙水封闭在骨架中的假定提出一个有限单元的计算方法.本文将考虑孔隙水压力的扩散和消散,对饱和砂土同时进行动力渗流和变形计算. 整个计算过程分为地震阶段和震后阶段,每个阶段再划分若干时段.在第一个阶段中,每个时段需要同时进行动力反应分析及静力计算,震后阶段只进行静力计算.动力计算采用非线性等价粘弹性体模式.动力剪切模量和阻尼系数按修正后的哈丁(Hardin)等人的经验公式计算,并考虑动压应力与动剪应力的共同作用.文中建议了一组计算动力作用下残余体积应变和残余剪切应变增量的经验公式.静力计算按皮奥(Biot)固结理论同样的办法处理,并用初应变法把应变增量化为结点力. 作为算例,文末给出了砂层水平振动的计算结果.   << 更多相关文摘 
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