利用对称四极横向剖面法探测走滑断层的应用

从走滑断层难以探测的实际出发,讨论了其物性特征;通过对低阻板模型的物理模拟、数值模拟以及对实地观测资料的分析,研究了对称四极纵、横向剖面法视电阻率曲线的变化特征和差异. 结果表明,横向剖面法相对纵向剖面法异常幅度明显增加,可对地震活动断层进行更为有效的探测和定位. 这一研究为走滑断层探测提供了新的思路. 同时,利用对称四极横向剖面法可以解决走滑断层难以探测这一技术难题.      

雁列走滑断层发展的相互力学作用效应

雁列走滑断层的重叠几何学已为人们所孰识。通过测量叠量和相邻断层之间的距离，标绘并互相对比了１２０多个例子，我们已经使这些观测值定量化。尽管有在的离散，然而资料显示的线性倾向证明重叠量的增加与相邻断层之间的距离成比例，直到一个极限值。使用位移不连续的数值模拟，按照断层的相互作用，我们分析了这些值得注意的关系。结果表明，断层的相互作用事实上是一个对雁列走滑断层重叠几何形状有很大控制作用的重要因素。     

走滑断层和逆断层位错作用下地铁隧道损伤特征对比分析

隧道作为重要的轨道交通工程,近年来在地震中受到了不同程度的破坏,特别是跨断层的隧道,其抗震性能越来越受到人们的关注。为了能够更好地评价隧道的整体损伤情况及把握其损伤特征,以北京地铁7号线为研究对象,利用有限元软件ABAQUS建立模型,采用拟静力法,以隧道直径变化率作为损伤指标分析了隧道在走滑断层以及逆断层位错作用下的损伤特征,对比了两种断层位错作用下损伤状态与地震强度之间的关系、损伤范围和位置以及损伤程度。结果表明:跨断层隧道在断层错动作用下损伤只发生在断层带附近;当震级处于6.0～8.0级时,隧道衬砌损伤程度随震级的增大而增大;在覆土厚度相同的条件下,同震级时逆断层位错作用下隧道损伤程度要比走滑断层作用下大得多;走滑断层位错作用下隧道结构损伤主要发生在拱腰处,逆断层位错作用下主要发生在拱肩－拱脚以及拱顶－拱底处。     

走滑断层地表位移动态演化特征研究

在经典走滑断层位移公式基础上引入时间变量, 研究断层运动中地表位移与时间的动态变化关系, 得到走滑断层地表位移时空动态演化公式。 当观测点处于断层近、 中场或者孕震阶段处于孕震中、 晚期时, 地表位移近似正比于时间对数函数。 得到以下结果: ① 走滑断层随时间的位移是不收敛的, 但发散速度十分缓慢。 ② 目前多数GPS水平方向的时间序列良好的线性特征为时间对数函数的局部线性近似。 ③ 在孕震中、 晚期的任意时刻, 断层近、 中场的地表任意一点的位移与其距断层的距离成正比, 即垂直于断层方向的地表位移曲线近似一条直线。 ④ 从震前的某个时刻开始计时, 震前距断层远的站点产生的位移比距断层近的站点产生的位移大; 震后距断层近的站点产生的位移比距断层远的站点产生的位移大。 走滑断层地表位移动态演化公式适用于断层的近中场, 孕震的中晚期, 可为断层地震危险性的判定提供理论支持。     

隐伏走滑断层破裂扩展特征的实验研究

通过模拟实验研究了基岩中走滑断层在上覆沉积层中的破裂扩展特征,利用白光数字散斑相关方法分析了沉积层表面变形场的演化过程,重点研究了基岩断层位移和沉积层厚度的影响。结果表明,在沉积层厚度一定的情况下,随基岩断层的滑动,沉积层中围绕断层投影线逐渐形成一个变形带以及由张性破裂和剪切破裂组成的破裂带,基岩断层的位移越大,沉积层中的变形带越宽、变形越强烈;但当基岩断层位移超过某一临界值后,变形带宽度将保持稳定,只是变形随断层位移增加而更集中。对于同样的基岩断层位移,沉积层厚度越大,受基岩断层控制的变形破裂带越宽,即基岩断层的影响范围越大;但当沉积层厚度超过某一临界值时,沉积层的变形发生了变化,沉积层表面并不存在与基岩断层走向一致的变形带,而是发育了较大尺度、与基岩断层走向斜交的张剪性破裂带。实验结果意味着,临界断层位移和临界沉积层厚度对于确定隐伏断层发震产生的地表变形和破坏具有重要意义     

依据剖面资料求解断层的水平位移

提出依据开挖剖面中的楔形体在受到断层作用时其厚度的变化量求解断层水平位移的方法。分析表明断层水平位移量S与楔形体在断层两侧厚度变化量Δh满足关系式S＝Δh/ρsinβ。式中ρ为楔形体在断层走向上的尖灭系数，β为断层的倾角，该关系式不仅能满足纯走滑运动的断层，而且也满足一般斜滑断层，同时提出了在剖面上判断断层水平运动性质的方法。     

Slip-weakening instability on a strike-slip fault with asperity

In this paper, we studied the slip-weakening instability on a finite and vertical strike-slip fault with asperity. We assumed that the fault strength is uniform in depth, but it is non-uniform in the strike direction, i.e., there is an asperity on the fault. The segments of the fault with and without asperity follow the same type of constitutive law, but the peak stresses are different. The material surrounding the fault is represented by elastic plates whose upper-surface and bottom are stress-free. We use finite element method to study the evolution of theoretical displacement, stress and strain fields that vary with a remote displacement. Here the displacement and frictional stress are not given in advance, but are determined in the solving process. According to the results, we compared the theoretical displacemeut and the distribution of frictional stress on the fault between the stable and unstable slips. In addition, we compared the results in this paper with known results for the strike-slip fault with a segment of lower strength.     

Structure and deformational character of strike-slip fault zones

Strike-slip fault zones observed either in the field or in model experiments generally consist of several subparallel faults which make these zones complicated in geometry and kinematics. The geometry of a strike-slip fault or shear zone is dependent on arrangement (pinnate or en echelon), on step (left step or right step), and on the rank )smaller faults within larger faults) of the subparallel fault. The relations and interactions of these three factors create a variety of dynamic circumstances and tectonic settings within the strike-slip fault zones. These include pull-aparts in the release area between subparallel faults, push-ups in the jogs where the subparallel faults overlap, and pivotal movements, or rotation, of single faults along the whole fault zone. Each kind of tectonic setting is in itself characteristic, each setting consists of many subtypes, which are controlled chiefly by the geometric parameters of the subparallel faults. One of the most important phenomena revealed in the field work is two different kinds of evolution of strike-slip fault zones: one is the evolution of a zone with a tensile component, which is related to the growth of rock bridges, and the other, of one with a compressional component, which develops by the destruction of rock bridges. In this paper we discuss, on the basis of recent research on four strike-slip fault zones in China, the essential characteristics of strike-slip faults and the possible causes of the observed structural phenomena. Attention is focussed on the deformation, development, and distribution of horizontal displacements within strike-slip fault zones.     

走滑断层位移作用下山岭隧道非线性反应分析

为了研究穿越断层的山岭隧道结构在走滑断层位错作用下的反应,基于有限元和拟静力的基本原理,建立了隧道围岩的相互作用模型,提出了一种以围岩沿断层位错为输入荷载的跨断层隧道衬砌的反应分析方法。利用有限元分析软件ANSYS的位移荷载功能,使该反应分析方法得以实现。分析过程中以上盘为主动盘,通过给上盘施加强制位移来描述围岩的错动,采用荷载步为100步的逐步加载的方式来描述围岩错动的过程。对比研究了走滑断层工况下,加载断层位错由小到大的过程中,隧道衬砌各部分的应力反应状态。结果表明:当断层位错在20cm以下时,隧道衬砌各部分均处于安全状态;随着错动量的增大,衬砌不同部分的破坏顺序为:边墙先产生破坏,然后顶板产生破坏,最后破坏延伸至底板。     

Stress analysis of buried steel pipelines at strike-slip fault crossings

Existing analytical methods for the stress analysis of buried steel pipelines at crossings with active strike-slip faults depend on a number of simplifications, which limit their applicability and may even lead to non-conservative results. The analytical methodology presented herein maintains the well-established assumptions of existing methodologies, but also introduces a number of refinements in order to achieve a more wide range of application without any major simplicity sacrifice. More specifically, it employs equations of equilibrium and compatibility of displacements to derive the axial force applied on the pipeline and adopts a combination of beam-on-elastic-foundation and elastic-beam theory to calculate the developing bending moment. Although indirectly, material and large-displacement non-linearities are also taken into account, while the actual distribution of stresses on the pipeline cross-section is considered for the calculation of the maximum design strain. The proposed methodology is evaluated against the results of a series of benchmark 3D non-linear analyses with the finite element method. It is shown that fairly accurate predictions of pipeline strains may be obtained for a wide range of crossing angles and fault movement magnitudes encountered in practice.     

Influence of fault steps on rupture termination of strike-slip earthquake faults

A statistical analysis was completed on the rupture data of 29 historical strike-slip earthquakes across the world. The purpose of this study is to examine the effects of fault steps on the rupture termination of these events. The results show good correlations between the type and length of steps with the seismic rupture and a poor correlation between the step number and seismic rupture. For different magnitude intervals, the smallest widths of the fault steps (Lt) that can terminate the rupture propagation are variable: Lt?=?3 km for Ms 6.5~6.9, Lt?=?4 km for Ms 7.0~7.5, Lt?=?6 km for Ms 7.5~8.0, and Lt?=?8 km for Ms 8.0~8.5. The dilational fault step is easier to rupture through than the compression fault step. The smallest widths of the fault step for the rupture arrest can be used as an indicator to judge the scale of the rupture termination of seismic faults. This is helpful for research on fault segmentation, as well as estimating the magnitude of potential earthquakes, and is thus of significance for the assessment of seismic risks.     

Finite element analysis of buried steel pipelines under strike-slip fault displacements

The present paper investigates the mechanical behavior of buried steel pipelines, crossing an active strike-slip tectonic fault. The fault is normal to the pipeline direction and moves in the horizontal direction, causing stress and deformation in the pipeline. The interacting soil–pipeline system is modelled rigorously through finite elements, which account for large strains and displacements, nonlinear material behavior and special conditions of contact and friction on the soil–pipe interface. Considering steel pipelines of various diameter-to-thickness ratios, and typical steel material for pipeline applications (API 5L grades X65 and X80), the paper focuses on the effects of various soil and pipeline parameters on the structural response of the pipe, with particular emphasis on identifying pipeline failure (pipe wall wrinkling/local buckling or rupture). The effects of shear soil strength, soil stiffness, horizontal fault displacement, width of the fault slip zone are investigated. Furthermore, the influence of internal pressure on the structural response is examined. The results from the present investigation are aimed at determining the fault displacement at which the pipeline fails and can be used for pipeline design purposes. The results are presented in diagram form, which depicts the critical fault displacement, and the corresponding critical strain versus the pipe diameter-to-thickness ratio. A simplified analytical model is also developed to illustrate the counteracting effects of bending and axial stretching. The numerical results for the critical strain are also compared with the recent provisions of EN 1998-4 and ASCE MOP 119.     

Radiation pattern ofP and Rayleigh waves for an experimental strike-slip fault model

Summary The spatial radiation pattern of P and Rayleigh waves for microtremors, produced in a seismoactive source by a suitable modelling technique, was investigated. The results indicate that the source simulates a strike-slip fault of finite dimensions slipping along the fault plane.     

Static deformation of a multilayered half-space by a very long strike-slip fault

Summary The formulas for the elastic residual field of a very long strike-slip fault in a multilayered elastic half-space are given. It is assumed that the medium is made up ofn parallel, isotropic and homogeneous layers lying over an isotropic, homogeneous half-space and being in welded contact. The formulas which allow the calculation of the displacement and stress fields due to an arbitrary very long strike-slip fault are derived. The explicit expressions of coefficients which appear in these formulas are listed for the casesn=1 andn=2.