钢管水泥土围护墙等效弹性模量的有限元计算

分析了水泥土围护墙弹性模量对于控制基坑变形的重要性、根据上海某钢管水泥土墙基坑支护的工程实例建立ABAQUS平面二维有限元模型,计算钢管水泥土围护墙等效弹性模量,量化了内插钢管对提高水泥土重力式围护结构的支护强度所起到的作用,并对钢管长度、外径、间距和插入位置进行了参数分析。     

Effect of soil stiffness in the attenuation of Rayleigh-wave motions from field measurements

The amplitude of vertical ground surface vibrations generated by impact tests on the ground surface was measured at various radial distances from the point of impact at locations of Greece. The results of measurements were analyzed in the frequency domain (in the range from 0–100 Hz) and the attenuation characteristics of soil materials were studied in terms of a frequency-independent attenuation coefficient, a₀, of the empirical Bornitz equation. The aim of the study was to investigate the effect of soil stiffness (expressed by the value of low-amplitude shear wave velocity of soil, V_SO) on the value of attenuation coefficient, a₀. Values of V_SO for the tested soils were estimated by applying the methodology of Spectral Analysis of Surface Waves (SASW) technique and utilizing the surface vibration data. An empirical relationship between a₀ and V_SO1 (V_SO1 is the representative value of V_SO for the soil profile up to a depth of one wavelength) was established for values of V_SO1 ranging from 140 to 1000 m/s. A similar relationship in terms of the low-amplitude shear modulus of soil, G_O1, was also established by converting the V_SO1 values to G_O1 values. The experimental results were compared to values reported in the literature for comparable soil types and frequencies of vibration and a reasonable agreement was found to exist. The proposed empirical relationship can be utilized in many practical applications of soil dynamics requiring the knowledge of the attenuation rate of Rayleigh waves with distance in various types of soils.     

Experimental study on the dynamic modulus of compacted loess under bidirectional dynamic load

The dynamic characteristics of compacted loess are of great significance to the seismic construction of the Loess Plateau area in Northwest China, where earthquakes frequently occur. To study the change in the dynamic modulus of the foundation soil under the combined action of vertical and horizontal earthquakes, a hollow cylindrical torsion shear instrument capable of vibrating in four directions was used to perform two-way coupling of compression and torsion of Xi'an compacted loess under different dry density and deviator stress ratios. The results show that increasing the dry density can improve the initial dynamic compression modulus and initial dynamic shear modulus of compacted loess. With an increase in the deviator stress ratio, the initial dynamic compression modulus increases, to a certain extent, but the initial dynamic shear modulus decreases slightly. The dynamic modulus gradually decreases with the development of dynamic strain and tends to be stable, and the dynamic modulus that reaches the same strain increases with an increasing dry density. At the initial stage of dynamic loading, the attenuation of the dynamic shear modulus with the strain development is faster than that of the dynamic compression modulus. Compared with previous research results, it is determined that the dynamic modulus of loess under bidirectional dynamic loading is lower and the attenuation rate is faster than that under single-direction dynamic loading. The deviator stress ratio has a more obvious effect on the dynamic compression modulus. The increase in the deviator stress ratio can increase the dynamic compression modulus, to a certain extent. However, the deviator stress ratio has almost no effect on the dynamic shear modulus, and can therefore be ignored.     

卸荷模量数取值的研究

以三峡二期围堰计算为例,说明Duncan-Chang非线性弹性E-μ模型中的卸荷模量数kur对计算精度有一定的影响。通过试验资料得出加荷模量数k取决于土的成分和密度,并且得到加荷模量数与卸荷加荷模量数之比的经验关系,因而卸荷模量数可直接根据加荷模量数的大小来确定,由此所确定的卸荷模量数比较符合实际。     

抗浮锚杆应力-应变状态的线弹性理论分析

假定抗浮锚杆各部分贡献的位移与锚杆轴力均呈线弹性关系,运用力学原理分析锚杆轴力与锚侧摩阻力、锚-土变形之间的相互关系,推导出锚杆的摩阻力、轴力及各部分变形与锚杆各参数的相互关系。实例验证结果表明：基于线弹性模型基础上建立的摩阻力、轴力和位移公式能够较好地描述垂向抗浮锚杆在弹性变形阶段的内力和变形形态;获得了抗浮锚杆摩阻力和剪切位移沿锚固长度的分布规律;证实了锚土界面处变形为土层抗浮锚杆变形的主要部分。     

Effects of Young's modulus on fault displacement

Elastic crack models predict a linear relationship between displacement (u) and rupture (trace) length (L) during slip in a fault zone. Attempts to find universal-scaling laws for L/u, however, have generally failed. Here I propose that these attempts have failed because they do not take into account the changes in the mechanical properties, in particular Young's modulus (stiffness), of the fault zone as it evolves. I propose that Young's modulus affects fault displacement both spatially and temporally: spatially when the trace of a fault at a given time dissects host rocks of different stiffnesses, and temporally when the stiffness of the fault zone itself changes. During the evolution of an active fault zone, the effective Young's modulus of its damage zone and fault core normally decreases, and so does the L/u ratio of the fault. By contrast, during inactive periods sealing and healing of the damage zone and core may increase the stiffness, hence the L/u ratio in subsequent slips. This model predicts that not only will the scaling of L/u within a given fault population vary in space and time, but also that of individual faults. To cite this article: A. Gudmundsson, C. R. Geoscience 336 (2004).     

Testing and evaluation of strength and deformation behaviour of jointed rocks

The objective of the paper is to derive the strength and modulus properties of rockmass as a function of intact rock strength and joint factor. The joint factor reflects the combined effect of joint frequency, joint inclination and joint strength. A study for the strength and deformation characteristics of jointed rock is done by conducting standard laboratory tests on cylindrical specimens of plaster of Paris after introducing artificial joints. The specimens having one to four joints at different inclinations which vary from 0° to 90° were tested at different confining conditions. The test results were examined to understand the effect of joint frequency and joint inclination on the strength and deformation behaviour of rock mass. Empirical correlations were developed for prediction of the uniaxial compressive strength and elastic modulus of jointed rocks. Results are compared with the earlier work on jointed specimens covering a wide variety of rocks. So, knowing the intact rock properties and the joint factor, the jointed rock properties can be estimated. These relations can be used for developing an equivalent continuum model for rock mass for handling boundary value problems. A failure criterion as proposed by Ramamurthy (1993 Ramamurthy, T. 1993. “Strength and modulus response of anisotropic rocks”. In Comprehensive rock engineering, Edited by: Hudson, J.A. Vol. 1, 313–329. Oxford: Pergamon Press.  [Google Scholar]) has been validated from these experimental results.     

动剪切模量比对反应谱影响的定量分析

动剪切模量比的不确定性会对场地地震反应计算的结果产生较大的影响,而目前对这种影响的研究多限于定性分析,笔者利用渤海海域典型场地对这一影响进行定量分析。首先,建立了土层地震反应计算模型;然后,在不改变影响土层地震反应计算结果其他参量的前提下,赋予了原动剪切模量比一系列偏差并求得了场地反应谱的变化;最后,得到了反应谱对动剪切模量比的敏感度。结果表明:1)在动剪切模量比曲线增大(或减小)后,在基准反应谱的特征周期附近,存在一个反应谱相对于基准反应谱由增大转变为减小(或由减小转变为增大)的转变点。2)在概率水准2和3下:反应谱平台段对动剪切模量比的敏感度最高,其值基本上分布在1.0~3.0;反应谱下降段的敏感度绝对值随着周期的增大先迅速增大后逐渐趋于0,最大值达1.0以上;反应谱上升段的敏感度分布平稳,其值多分布在1.0~2.0。     

滑带土动力学性质试验研究

为了研究地震高烈度区老滑坡的复活变形原因,本文对滑坡滑带土的动力学特性进行了系列研究。本次试验采用扰动土样,制样基本物理指标按滑带土的现场测试指标确定,在不固结不排水条件下,运用MTS810Teststar程控液压伺服土动三轴仪对单个样品逐级放大动应力的分级试验方法进行。侧向压力 (围压 )分别采用 100kPa、20 0kPa、300kPa三级,通过施加轴向振动荷载 (力 )模拟地震作用,振动波形为正弦波,频率为 1Hz,振幅随试样性质确定。研究结果表明,滑带土在动荷载作用下的动力学性质与其静荷载作用下的力学性质有着较大的差异,主要表现在滑带土的动应力与动应变关系的非线性、滞后性及变形积累特点,动弹性模量与动强度的显著降低以及动阻尼比的显著增大特性。这揭示了动力作用下的滑坡复活原因之一,同时为滑坡稳定性评价和动力作用下的变形机制模拟分析提供了基础资料,也为分析滑带土动力本构模型提供了基本内容。     

周期气压波对地壳应变场观测影响的若干因素分析

地壳应变场常用钻孔体应变仪进行测量,而周期为几分钟到几小时的短周期气压波是影响体应变仪工作的一种长期因素.本文以Evertson等人推导的体应变短周期气压干扰模型为基础,从理论上进一步探讨了体应变气压影响系数与气压周期、岩石弹性参数和井孔深度的关系及变化规律.由于体应变观测井孔存在耦合效应,又建立了大气压垂直载荷作用下观测井孔耦合系数计算方程,比较了在多重因素作用下体应变气压影响系数理论观测值与无孔岩石真实值之间的差异,并与涞水、顺义、东三旗和昌平台的Sacks体应变实际观测资料进行了比对分析.这对地震前兆微动态信息背景场的探索具有实际意义.