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101.
102.
The Magadi area, located in the southern part of the Kenya Rift, is a seismically active region where rifting is still in progress. The recent tectonic activity has been investigated through a seismological survey and the study of neotectonic joints found in Lake Magadi sediments, which were deposited some 5000 years ago. The structural analysis of these open fractures was combined with a quantitative analysis of the orientation and size characteristics of imagery faults. The gathered data demonstrate (1) that the majority of the systematic joints have straight and parallel trajectories with a common en echelon mode of propagation displayed through a rich variety of patterns, and (2) that there is a self-similarity in fault and joint principal directions recognised at the different telescopic scales. SPOT image (1:125,000), aerial photos (1:76,000), and outcrop fieldwork reveal two important structural orientations which are N015°E and N015°W. The N015°E regional direction is consistent with the orientation of the southern segment of the Kenya Rift. Structural analysis is supported by results of a joint microseismic investigation in the Lake Magadi area. Obtained focal mechanism solutions indicate an E–W to ESE–WNW normal faulting extension direction. 相似文献
103.
It is well understood that, in studying the mechanical and hydromechanical behaviour of rock joints, their morphology must be taken into account. A geostatistical approach has been developed for characterizing the morphology of fracture surfaces at a decimetre scale. This allows the analysis of the spatial variability of elevations, and their first and second derivatives, with the intention of producing a model that gives a numerical three‐dimensional (3D) representation of the lower and upper surfaces of the fracture. Two samples (I and II) located close together were cored across a natural fracture. The experimental data are the elevations recorded along profiles (using recording steps of 0.5 and 0.02 mm, respectively, for the samples I and II). The goal of this study is to model the surface topography of sample I, so getting estimates for elevations at each node of a square grid whose mesh size will be, for mechanical purposes, no larger than the recording step. Since the fracture surface within the sample core is not strictly horizontal, geostatistical methods are applied to residuals of elevations of sample I. Further, since structural information is necessary at very low scale, theoretical models of variograms of elevations, first and second derivatives are fitted using data of both that sample I and sample II. The geostatistical reconstructions are computed using kriging and conditional simulation methods. In order to validate these reconstructions, variograms and distributions of experimental data are compared with variograms and distributions of the fitted data. Copyright © 2002 John Wiley & Sons, Ltd. 相似文献
104.
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. 相似文献
105.
P. H. S. W. Kulatilake P. Balasingam Jinyong Park R. Morgan 《Geotechnical and Geological Engineering》2006,24(5):1181-1202
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. 相似文献
106.
青藏高原中段晚喜马拉雅期地壳综短量分析 总被引:4,自引:2,他引:2
通过共/轭剪切角变化及其与地壳缩短量的函数关系,计算了青藏高原中段晚喜马拉雅期地壳构造变形量。结果表明,晚喜马拉雅期青藏高原中段地壳在近南北方向发生了巨量缩短,平均缩短量达30%;在近东西方向发生了巨量伸长,平均伸长量约74%。青藏高原中段晚喜马拉雅期地壳应变量尚表现出明显的分区性与自北向南逐步减少的变化趋势。 相似文献
107.
108.
文章通过对东安锑矿区的共轭节理进行统计分析,结合矿区地质特征和区域构造演化历史,确定了矿区构造应力场演化和构造控矿特征。矿区构造应力场可以划分为五期。第一期为加里东期近SN向挤压,形成牛头寨NE向基底褶皱和同期NE-NNE向断裂,以及近SN向F_1断裂的雏形。第二期为印支期近EW向水平挤压,共轭节理为NE和NNW向,形成了以近SN向的牛头寨复式背斜和区域性F_1断裂为主体的构造格架,以及小牛头寨NW向断裂和继承早期NNE向断裂发育的断裂构造。第三期为燕山早期近SN向水平挤压,共轭节理为NE和NW向;F_1、NNE向断裂整体处于挤压状态。前述三期构造形成了矿区近SN向构造骨架,以及配套的断裂、节理等成矿前构造。第四期为燕山晚期NW-SE向伸展,共轭节理为NE和NWW向;NE向组继承前期节理;F_1、NNE、NNW、NW向断裂此时成为矿液运移通道和容矿场所。第五期构造变形发生在第四纪,为NW-SE向水平挤压,共轭剪节理为NWW和NNW向;此期断裂为成矿后断裂,它们错断矿脉、矿脉被抬升剥蚀后出露地表。 相似文献
109.
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. 相似文献
110.