刚性桩复合地基上筏板基础沉降计算

采用一种桩-土体系共同作用的解析解考虑刚性桩复合地基,该解析解以剪切位移法为基础,进而通过其与垫层、筏板的相互作用计算筏板基础的沉降。用自编程序对算例计算的结果与ANSYS计算的结果进行对比,并与工程实测进行对比,结果吻合较好,表明该方法可行,有应用前景。     

刚性桩复合地基抗震性能的有限元分析

近年来刚性桩复合地基在工程中的应用日益广泛,但是,对该种复合地基在动力荷载下,尤其在是地震作用下的动力响应性状却研究很少。考虑地震作用下土-桩-上部结构之间的相互作用,采用三维有限元方法,对刚性桩单桩复合地基的地震响应进行时域内的模拟计算与分析研究,分析了这种复合地基与桩基础地震响应的差异,并对影响刚性桩复合地基抗震性能的一些因素进行了研究,得出了一些对刚性桩复合地基的抗震设计有参考价值的结论。     

A Simplified Kinetic Element Formulation for the Rotation of a Perturbed Mass-Asymmetric Rigid Body

Euler's equations, describing the rotation of an arbitrarily torqued mass asymmetric rigid body, are scaled using linear transformations that lead to a simplified set of first order ordinary differential equations without the explicit appearance of the principal moments of inertia. These scaled differential equations provide trivial access to an analytical solution and two constants of integration for the case of torque-free motion. Two additional representations for the third constant of integration are chosen to complete two new kinetic element sets that describe an osculating solution using the variation of parameters. The elements' physical representations are amplitudes and either angular displacement or initial time constant in the torque-free solution. These new kinetic elements lead to a considerably simplified variation of parameters solution to Euler's equations. The resulting variational equations are quite compact. To investigate error propagation behaviour of these new variational formulations in computer simulations, they are compared to the unmodified equations without kinematic coupling but under the influence of simulated gravity-gradient torques.     

基于土拱效应原理求解挡土墙被动土压力

对平移模式下的刚性挡土墙和滑裂面间的楔形土体处于被动极限平衡状态的应力进行分析,考虑墙面和滑裂面之间土体水平力平衡,运用土拱效应原理推导出被动土压力系数和滑裂面水平倾角。并根据水平单元土体的静力平衡条件建立平衡方程,提出被动土压力分布、土压力合力及其作用位置的公式。将公式计算结果与试验结果以及库仑、朗肯理论所得结果进行比较,结果表明,与试验结果接近,验证了所得计算方法的合理性。     

刚性桩复合地基桩土应力比计算及承载特性分析

分析了刚性桩复合地基中垫层、桩及桩间土的共同作用机理,考虑复合地基中桩、土变形协调,提供一种计算复合地基桩土应力比的方法;在此基础上研究复合地基中垫层模量、桩端持力层模量、桩土相对刚度比、桩长径比、面积置换率等因素对复合地基桩土应力比的影响,分析刚性桩复合地基的承载特性。     

刚体平面运动动力学基点选取的讨论与研究

详细研究了刚体平面运动基点的选取问题,提出了以任一动点为基点时刚体运动的规律,弥补了现行工科教科书在这个问题上的论述及推导之不足。     

Comparison of new nutation series with numerical integration

To check the results given by the new tables of the nutation for the rigid Earth model in (Kinoshita and Souchay, 1990), we perform a calculation of this nutation by numerical integration, using the basic equations of Kinoshita (1977). Results show very small long period residuals, with a discrepancy of 0.06 mas sin in longitude, -0.04 mas cos in obliquity, without out-of-phase components. Moreover, the total residuals of short period do not exceed 0.1 mas in longitude, 0.06 mas in obliquity. All these results are considerably better than those found by previous numerical integrations, thus confirming the validity of the new tables.     

Vertical acceleration demands on column lines of steel moment‐resisting frames

In this paper, vertical peak floor acceleration (PFA_v) demands on elastic multistory buildings are statistically evaluated using recorded ground motions. These demands are applicable to the assessment of nonstructural components that are rigid in the vertical direction and located at column lines or next to columns. Hence, PFA_v demands of the floor system away from column lines and their effects on nonstructural components are not addressed. This study is motivated by the questionable general assumption that typical buildings are considered to be relatively flexible in the horizontal (lateral) direction but relatively rigid in the vertical (longitudinal) direction. Consequently, only few papers address the evaluation of vertical component acceleration demands throughout a building, and there is no consensus on the relevance of vertical accelerations in buildings. The results presented in this study show that the vertical ground acceleration demands are amplified throughout the column line of a steel frame structure. This amplification is in many cases significant, depending on the vertical stiffness of the load‐bearing system, damping ratio, and the location of the nonstructural component in the building. From these outcomes it can be concluded that the perception of a rigid‐body response of the column lines in the vertical direction is highly questionable, and further research on this topic is required. Copyright © 2016 John Wiley & Sons, Ltd.     

青藏高原造山带的某些特征

以昆仑中央断裂为界，青藏高原可分为南、北两部分。北部的造山带是在刚性基底地壳上发育起来的。造山前期是裂陷槽发展阶段，并以简间的碰合褶皱成山。造山期后构造变形也简单，以逆冲、叠覆构造为主。南部的造山带是在柔性基底地壳上发育起来的。它的特点是活动性强，经我旋回开、合造山前期出现有连贯性较好的洋盆及两侧广阔的陆缘沉积，造山期后变形复杂，除逆冲、叠覆构造外，出现大量平移断层。这一部的构造格局形成了青藏高原造山带一系列独有的特征。     

Non‐linear response analyses of rectangular rigid bodies subjected to horizontal and vertical ground motion

This investigation deals with non‐linear seismic responses of free‐standing rectangular rigid bodies on horizontally and vertically accelerating rigid foundations. The responses are classified into two initial responses and four subsequent responses, accordingly the equations of motion governing the liftoff, slip and liftoff–slip interaction motions and boundary conditions corresponding to commencement and termination of the motions are defined. The time histories of responses presented herein show that the body is sensitive to small changes in the friction coefficient and slenderness, and to the wave properties and intensity of ground motions. Systematic trends are observed: the bodies on the low‐grip foundation avoid overturning while they are allowed to slip regardless of details of ground motions; the long period earthquakes tend to make the body overturn and slip largely. In contrast, the timing when liftoff and slip commences and terminates and their directions do not directly correspond with intensity of ground motions. Moreover, the vertical ground motion adds irregularities on the responses, since it excites or damps the responses. It is concluded that governing equations of motion and boundary conditions in view of discontinuous non‐linear systems are necessary to analyse actual motions of the rectangular rigid bodies subjected to horizontal and vertical ground motion. Copyright © 2002 John Wiley & Sons, Ltd.