一种装配式新型张力计的研制

土体干湿过程引发的岩土工程问题已逐渐受到重视。通常采用张力计量测80 kPa以内的土体吸力,并将其应用于边坡失稳等岩土工程问题的分析中。然而,传统张力计由于内部腔体体积过大且结构复杂,造成张力计难以饱和,吸力量测时反应时间长,并易发生汽化,严重影响其可靠性和灵敏性。为弥补传统张力计的设计缺陷,提出了一种装配式新型张力计。该张力计内腔结构简单且体积小。饱和前先拆分张力计再分别饱和其主要部件,最后重新装配。此设计简化了饱和程序并提高了效率。通过对比传统张力计和新型张力计的性能,证实了新型张力计具有更强的汽化持久性,其吸力量测的灵敏性和可靠性得到了显著的提高。标定试验表明,相比于传统张力计,新型张力计的灵敏性提高了90%。测量-80 kPa的孔隙水压力时,新型张力计的平衡时间为1.5 min,仅占传统张力计反应时间的10%。相同的测量条件下,传统张力计的测量误差为30%,而新型张力计的测量误差仅为0.7%。     

基于有限元强度折减法的抗滑桩滑坡推力及抗滑桩内力可靠性分析

现行的抗滑桩滑坡推力以及抗滑桩内力计算方法本质上属于定值方法,由于该方法未考虑边坡岩土体材料参数的变异性等不确定性因素,存在着抗滑桩支护不足或过度支护等问题,因此提出基于有限元强度折减法(SRFEM)的抗滑桩滑坡推力及抗滑桩内力可靠性分析方法。将极限分析法、有限元方法和可靠性分析法三者耦合,用2结点梁单元模拟抗滑桩受力状态,采用拉丁超立方抽样法(LHS)进行可靠度计算,分析求解边坡抗滑桩可靠性问题,并将该过程在数值计算程序中得以实现。对抗滑桩滑坡推力以及抗滑桩内力进行概率统计,得出函数分布关系,并根据已给定的失效概率控制值,反算出滑坡推力以及抗滑桩内力设计值。结合典型算例分析结果表明该法显著区别于一般方法,能较全面地反映出边坡整体现状特征和岩土体材料强度参数的变异性,相对更加合理,且更符合工程实际。     

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煤矿矿震定位中异向波速模型的构建与求解

针对煤矿上覆岩层层状赋存和离层带的特点,构建矿井尺度的微震监测系统异向波速模型,模型中波速向量由地面探头速度与井下探头速度组成.研究了在只有强矿震信号和混有爆破信号两种条件下,以到时残差最小为目标和震源定位误差最小为目标的两种求解模型,模型求解选用具有全局寻优特性的遗传算法与CMEAS算法结合的混合算法.现场实际应用得出,只使用爆破信号的到时残差法最优,混有强矿震信号的到时残差法其次;与爆破信号定位所用的统一简化波速模型相比,震源定位误差大幅度降低.在此基础上进一步减低定位误差,还需从微震台网的优化布设方面解决.     

利用物理模型三维纵波数据分析HTI介质的方位各向异性

本文通过理论计算、数值模拟与穹窿物理模型三维数据对比分析的方法,对HTI介质中纵波方位各向异性现象进行研究.主要是进行目的层动校正速度以及走时的分析.结果显示,理论数值与实验数值耦合较好,HTI介质会引起动校正速度以及走时随方位角呈现椭圆形的变化;同时发现,观测系统中最大偏移距与目的层深度的比值以及方位角分布对各向异性分析有较大影响. 三维纵波方位各向异性分析对于数据的观测系统设计以及数据质量有较高的要求.     

起伏地表采集数据的三维直接叠前时间偏移方法

提出一种可对起伏地表采集的三维地震资料直接进行偏移成像的叠前时间偏移方法和流程.它用两个等效速度描述近地表和上覆层对地震波传播的影响,可对炮、检点不在同一水平面的三维地震资料直接进行叠前时间偏移处理.该方法不对近地表地震波传播做垂直出、入射假定,因此可适应高速层出露等不存在明显低、降速带情况.描述近地表和上覆层的两个等效速度参数可依据偏移道集的同相轴是否平直来确定,避免了确定近地表速度的困难;而对已知近地表速度的情况,则可进一步修正近地表速度,获得更好的成像效果.用三维起伏地表的理论数据和中国东部某工区实际数据验证了所发展方法和处理流程的有效性和实用性.     

Analysis of implicit HHT‐α integration algorithm for real‐time hybrid simulation

Real‐time hybrid simulation is a viable experiment technique to evaluate the performance of structures equipped with rate‐dependent seismic devices when subject to dynamic loading. The integration algorithm used to solve the equations of motion has to be stable and accurate to achieve a successful real‐time hybrid simulation. The implicit HHT α‐algorithm is a popular integration algorithm for conducting structural dynamic time history analysis because of its desirable properties of unconditional stability for linear elastic structures and controllable numerical damping for high frequencies. The implicit form of the algorithm, however, requires iterations for nonlinear structures, which is undesirable for real‐time hybrid simulation. Consequently, the HHT α‐algorithm has been implemented for real‐time hybrid simulation using a fixed number of substep iterations. The resulting HHT α‐algorithm with a fixed number of substep iterations is believed to be unconditionally stable for linear elastic structures, but research on its stability and accuracy for nonlinear structures is quite limited. In this paper, a discrete transfer function approach is utilized to analyze the HHT α‐algorithm with a fixed number of substep iterations. The algorithm is shown to be unconditionally stable for linear elastic structures, but only conditionally stable for nonlinear softening or hardening structures. The equivalent damping of the algorithm is shown to be almost the same as that of the original HHT α‐algorithm, while the period elongation varies depending on the structural nonlinearity and the size of the integration time‐step. A modified form of the algorithm is proposed to improve its stability for use in nonlinear structures. The stability of the modified algorithm is demonstrated to be enhanced and have an accuracy that is comparable to that of the existing HHT α‐algorithm with a fixed number of substep iterations. Both numerical and real‐time hybrid simulations are conducted to verify the modified algorithm. The experimental results demonstrate the effectiveness of the modified algorithm for real‐time testing. Copyright © 2011 John Wiley & Sons, Ltd.