Damage sequence and safety margin assessment of expansion joints by shake table testing

The performance of nonstructural components has attracted attention, and previous large earthquakes have resulted in widespread damage to expansion joints. In contrast to the main structural components, for which ductility beyond the design tolerance is ensured, the safety margin of nonstructural components classified as the product of mechanical engineering, such as expansion joints, is uncertain. This paper investigates the damage sequence and safety margin of expansion joints through shake table testing. The expansion joints were installed to connect 2 rigid steel frames with short and long natural periods. Four commonly used types, high-performance and standard-performance floor and wall expansion joints, were tested. Seven damage patterns of the 4 expansion joints were observed, and most of the damage patterns were considered displacement dependent. The damage mechanisms and relative displacements at the moment of damage were identified by using strain gauges attached near collision and damage locations. The high-performance expansion joints showed only minor damage beyond the design motion range, whereas the standard-performance expansion joints exhibited minor damage below the design motion range and failure at the design motion range or slightly beyond. For each damage state, repair information was obtained through a questionnaire to an expansion joint manufacturer, and the sum of the initial cost and repair cost for high-performance and standard-performance expansion joints was compared. The results will be useful for the selection of expansion joints in the design process.     

基于软化拉-压杆模型的RC空间边节点抗剪承载力计算方法

实际地震作用是多维的、随机的,框架节点在2个方向同时受力,其抗震能力相比于单向地震作用会降低。目前,对节点核心区在2个方向同时受力时抗剪承载力的研究尚未完善。在双向受力下,节点核心区2个方向传来的剪力形成合剪力作用面,在节点核心区内部形成不同于单向受力下的斜向斜压杆。本文基于软化拉-压杆模型,针对水平双向受力相同的空间边节点,在合剪力作用面内建立抗剪承载力计算模型,确定空间边节点核心区斜压杆以及钢筋拉杆的计算方法。利用有限元软件建立不同参数空间边节点模型,并收集部分空间节点试验数据,将剪力计算值与模拟值或试验值进行对比。结果表明,基于软化拉-压杆模型建立的双向受力下钢筋混凝土框架,其边节点抗剪承载力计算值与模拟值或试验值吻合良好。     

FRP抗震加固混凝土梁柱节点的受剪承载力分析

通过采用SGFRP、HFRP加固的四个混凝土梁柱节点在低周反复荷载作用下的抗震性能对比试验研究,提出了FRP加固节点受剪承载力的计算公式,并基于分析给出了相关计算参数的工程设计建议取值,并对加固方式、纤维品种、纤维粘贴角度等主要因素对节点抗剪承载能力的影响机理进行了分析,结果表明:在节点核心区和梁柱端头粘贴纤维可以有效的提高节点的受剪承载能力;加固方式直接影响节点受剪承载能力的大小。     

A method for coupled arch dam‐foundation‐reservoir seismic behaviour analysis

This paper presents a method for coupled arch dam–foundation–reservoir seismic behaviour analysis. The dam is discretized by finite elements (FE) and the foundation and reservoir are discretized by boundary elements (BE). The opening of contraction joints and the spatial variability of the seismic action is taken into account. The study of Pacoima dam by this method is also presented. The computed results show that no cracks were to be expected due to the vibrations induced during the Feb. 9, 1971 San Fernando earthquake. Copyright © 2000 John Wiley & Sons, Ltd.     

Limit state model for R.C. bridge joints under seismic loading

Most of the available models of monolithic reinforced concrete joints under seismic action focus on estimation of cracking and ultimate shear strengths. Very few studies have been directed towards developing expressions for the associated joint deformations at the milestone response points so as to compose a limit-state model for joints that would be compatible with the emerging framework of deformation based seismic assessment and design methods. This objective is pursued in the present paper with particular emphasis on monolithic bridge joints. Deformation capacity at yielding and failure of joints is derived by establishing equilibrium and geometric compatibility of smeared stresses and strains, and satisfying material constitutive relationships. Expressions and model parameters are calibrated with the database of published bridge joint tests assembled from International literature, using statistical evaluation. From the mean values of the design parameters simplified equations for shear strength and ultimate shear strain of bridge joints are proposed.     

Natural rock joint roughness quantification through fractal techniques

Accurate quantification of roughness is important in modeling hydro-mechanical behavior of rock joints. A highly refined variogram technique was used to investigate possible existence of anisotropy in natural rock joint roughness. Investigated natural rock joints showed randomly varying roughness anisotropy with the direction. A scale dependant fractal parameter, K _v, seems to play a prominent role than the fractal dimension, D _r1d, with respect to quantification of roughness of natural rock joints. Because the roughness varies randomly, it is impossible to predict the roughness variation of rock joint surfaces from measurements made in only two perpendicular directions on a particular sample. The parameter D _r1d × K _v seems to capture the overall roughness characteristics of natural rock joints well. The one-dimensional modified divider technique was extended to two dimensions to quantify the two-dimensional roughness of rock joints. The developed technique was validated by applying to a generated fractional Brownian surface with fractal dimension equal to 2.5. It was found that the calculated fractal parameters quantify the rock joint roughness well. A new technique is introduced to study the effect of scale on two-dimensional roughness variability and anisotropy. The roughness anisotropy and variability reduced with increasing scale.     

苏丹白垩纪碎屑岩中的柱状节理与裂谷肩旋转

笔者在苏丹西部Mellit地区白垩系碎屑岩中发现一种罕见的柱状节理,经研究认为是沉积岩层受到中新世喷发的玄武岩溶岩流的烘烤而失水收缩形成的。可以合理地假定柱状节理在形成时是垂直于大地基准面的,根据柱状节理和沉积岩层的产状,笔者计算出Mellit地块的两期旋转事件:自晚白垩世初期到中新世初期该地块向338°方向倾斜了18°.而自中新世以来又向138°方向倾斜了18°、经过详细分析非洲大陆西部、北部、中部和东部中新生代裂谷带的构造演化史后发现:Mellit地块实际上位于南苏丹裂谷带的西北裂谷肩上,该地块自晚白垩世初期至中新世初期,向NW方向倾斜是南苏丹裂谷带干裂谷化阶段造成的裂谷肩块体的向外旋转;该地块自中新世以来向SE方向倾斜是南苏丹裂谷带在后裂谷热沉降阶段造成的裂谷肩块体的向内旋转。而南苏丹裂谷进入后裂谷热沉降阶段是与新生代东非裂谷带和红海的发育分不开的。     

岩溶陷落柱充填特征及活化导水分析

基于对华北煤田内岩溶陷落柱充填特征的研究,本文提出泥石浆型堆积是煤系段陷落柱的主要充填物。泥石浆不仅充填陷落主腔体,同时也封堵腔壁裂隙带,“结石体”成泥砾结构,渗透性极低,是柱腔内最主要的“堵水塞” ,而柱旁贯通性节理由于高压水楔渗透劈入,可成为最优导水通道,它能将动水切入陷落柱,进而引发活化突水。      

On zero-thickness interface elements for diffusion problems

The present study focuses on the hydraulic behaviour of joints, and, specially, on its numerical implementation in terms of the FEM analysis using a discrete fracture flow approach. Fluid flow through discontinuities has traditionally been modelled using special elements of zero-thickness, which we can classify into single, double and triple-nodded. Single node elements are the simplest and consist of ‘line’ or ‘pipe’ elements which are superimposed onto the standard continuum mesh and that can only model the longitudinal conductivity through the discontinuity. On the other hand, some authors have included the influence of a transversal conductivity, and the subsequent localized potential drop, by using triple node interface elements. In those, the two nodes of the adjacent continuum elements represent the potentials in the pore system on each side of the interface, and a third node in the middle represents the average potential of the fluid in the channel represented by the discontinuity. Finally, double node interface elements have also been proposed, which have the advantage of making it possible to use the same FE mesh for both mechanical and flow analysis. In some cases the influence of a transversal conductivity is not considered and, therefore, although geometrically double-nodded, these elements belong to the single node type and when time comes to solve the system the two nodes must have the same potential, which can only be obtained by the ‘trick’ of prescribing the equivalence of these two d.o.f. before solving the global system of equations. This limitation may, however, be avoided by assuming that the potential in the channel is the average of the two sides of the interface. Based in this simple assumption, an alternative flow interface model has been recently developed and implemented, which preserves both longitudinal and transversal conductivities. An application example is developed and solved with the three types of interfaces described. The results offer useful information regarding the range of applicability and limitations of the new double-nodded interface element proposed. Copyright © 2004 John Wiley & Sons, Ltd.     

青藏高原北部发现印支运动的新证据——来自同构造花岗细晶岩脉的响应

在青藏高原北部昆仑山口-甘德断裂与巴颜喀拉山中央断裂之间发育延伸超过100 km的呈雁列排列的花岗细晶岩脉带,这些花岗细晶岩脉走向多为北西向(118°),少量呈南北向(2°)。通过对其宏、微观特征分析研究,并结合在这两组花岗细晶岩脉中分别采获的224.7±0.64 Ma(南北向)与220.5±1.1 Ma(北西向)的锆石LA-ICP-MS U-Pb同位素年龄数据,指出这些花岗细晶岩脉是印支运动的产物,是早印支期可可西里-巴颜喀拉地块向东昆仑地块斜向俯冲过程中,岩浆沿着昆仑山口-甘德北西向冲掩断层下盘(南盘)形成的北西向与南北向两组"X"型共轭剪节理贯入形成的同构造花岗细晶岩脉。两组"X"型共轭剪节理的展布方向揭示了印支运动的主压应力方向,即NNW-SSE向;北西向雁列排列的节理反映其受右行走滑作用控制的特点;花岗细晶岩脉形成的最早时间(224.7±0.64 Ma)代表了这次俯冲走滑事件的时间,也即昆仑山口-甘德断裂的形成时间。