共查询到20条相似文献，搜索用时 171 毫秒
1.
2.
唐山大地震孕育过程的数值模拟研究 总被引：4，自引：0，他引：4
根据1976年唐山7.8级地震的前兆资料，结合岩石破裂物理、震源物理、构造物理、地震前兆、地震力源、地壳结构等方面的研究结果，采用含有菱形硬包体的饱和水孔隙介质模型，数值模拟了唐山大地震的孕育过程．首先导出了考虑岩石非弹性体积膨胀和应变软化、孔隙水渗透的固-液两相介质的孕震动力学方程组，提出了用增量形式求解该方程组的有限差分法，然后计算模拟了硬包体内含有断层软弱带时的唐山大震的孕育过程，及其时空变化特征．数值模拟结果表明，唐山大地震的孕育主要经历了弹性积累、早期非弹性体积膨胀、断层第1次加速软化(加速破坏和蠕滑)、天津-宁河一带第2次非弹性膨胀、断层第2次加速软化(临震加速破坏和蠕滑)和发震等过程．这里，与断层的加速破坏相对应，孕震介质的某些部分出现了非弹性膨胀的弹性恢复和二次非弹性膨胀．与前兆观测资料比较分析可以发现，上述模拟结果可以比较好地解释实际观测资料的变化特征．同时，数值模拟还进一步揭示了唐山地震孕育场的时空变化规律和复杂图象，为地震前兆场变化的物理机制的研究奠定了基础． 相似文献
3.
将饱和土体视为由弹性骨架和不可压缩流体组成的两相孔隙介质,取固相位移,液相位移,孔隙水压力为场变量。从两相孔介质的动力耦合微分方程出发,利用伽辽金原理和Ｗｉｌｓｏｎ－θ法导出了三场有限元积分方法,该方法可进行二维非均匀饱和土体的地震反应分析,文中通过算例讨论了非均匀饱和土体地震反应的一些特征。 相似文献
4.
两相介质动力学问题的研究进展 总被引：6，自引：2，他引：6
本回顾了两相多孔介质研究的历史，包括基本运动微分方程，两相介质中弹性波的传播性质，两相介质动力问题的解析方法及数值方法，以及数值方法中涉及的人工边界条件，并指出其中存在的问题和今后值得研究的方向。 相似文献
5.
本文以饱水两相介质的土力学模型为研究对象,在假定两相介质为弹性介质条件下,采用了显式有限元法和透射边界进行了饱和弹性半空间动力响应问题的研究。为避免谐波输入初始间断的影响,文中提出了一个处理函数,并以弹性半空间为算例,对饱水介质和单相介质分别进行了在底边界P波垂直入射时的动力响应分析,验证了该处理函数的有效性和实用性。 相似文献
6.
7.
弹性各向异性介质岩石体波相速度计算 总被引：1，自引：0，他引：1
蔡晓刚 《地震地磁观测与研究》2011,32(6):80-89
综述弹性波相速度计算的若干严格数值方法和近似解析方法,对数值算例及对不同方法作了比较.结果显示,不同数值方法得到结果一致,其适用于计算任意复杂各向异性介质岩石的相速度,但不便从物理意义的角度去分析物理参数对速度的影响;而近似解析解虽然精确程度各有不同,但是便于从物理意义的角度去进行速度分析,并在此基础上解析求取群速度这... 相似文献
8.
把Ｓｔａｖｒａｋａｋｉｓ和Ｄｒａｋｏｐｏｕｌｏｓ中关于ＶＡＮ表述与ＶＡＮ真实内容作一简单比较，即可证明对方的批评是错误的。典型例子有：（１）与Ｄａｋｏｐｏｕｌｏｓ选择并加以讨论的一样，ＳＤ所讨论的ＶＡＮ预报也是ＶＡＮ预报中的一小部分。Ｖａｒｏｔｓｏｓ等当时已给予详细回答，并指出Ｄａｋｏｐｏｕｌｏｓ等的７个例子中有４年没有考虑ＶＡＮ电报提出的的两个可供选择的振中位置，令人吃惊的是没有考虑被强调为最可 相似文献
9.
方钢管混凝土柱的三维非线性分析 总被引：24，自引：0，他引：24
本文建立了一个三维非线性有限元计算模型,旨在用来准确,有效地分析钢－混凝土组合结构,其中混凝土材料模型在于亚弹性亚弹性正交异性理论,采用Ｓａｒｇｉｎ的非线性应力－应变方程表达以及拉伸,压缩破坏面,钢单元采用等向强化的Ｖｏｎ Ｍｉｓｅｓ弹塑性模型,试验和计算比较表明该计算模型是一个比较简单但准确,有效的模型。 相似文献
10.
繁峙—太仆寺旗剖面S波资料解释及深部构造特征与地震相关性分析 总被引：10，自引：0，他引：10
通过对繁峙－怀安－太仆寺旗三分向深地震测深宽角反射／折射剖面的Ｓ波资料进行处理、结合Ｐ波处理结果，给出了地壳上地幔的Ｓ波速度ＶＳ及介质物性参数泊松比σ的二维结构；综合地质及其它的地球物理资料，参照国内外岩石物理参数的实验结果，对地壳深部结构，构造及岩性进行了解释和推测。 相似文献
11.
The concentrically braced frame (CBF) structure is one of the most efficient steel structural systems to resist earthquakes. This system can dissipate energy during earthquakes through braces, which are expected to yield in tension and buckle in compression, while all other elements such as columns, beams and connections are expected to behave elastically. In this paper, the performance of single‐storey CBFs is assessed with nonlinear time‐history analysis, where a robust numerical model that simulates the behaviour of shake table tests is developed. The numerical model of the brace element used in the analysis was calibrated using data measured in physical tests on brace members subjected to cyclic loading. The model is then validated by comparing predictions from nonlinear time‐history analysis to measured performance of brace members in full scale shake table tests. Furthermore, the sensitivity of the performance of the CBF to different earthquake ground motions is investigated by subjecting the CBF to eight ground motions that have been scaled to have similar displacement response spectra. The comparative assessments presented in this work indicate that these developed numerical models can accurately capture the salient features related to the seismic behaviour of CBFs. A good agreement is found between the performance of the numerical and physical models in terms of maximum displacement, base shear force, energy dissipated and the equivalent viscous damping. The energy dissipated and, more particular, the equivalent viscous damping, are important parameters required when developing an accurate displacement‐based design methodology for CBFs subjected to earthquake loading. In this study, a relatively good prediction of the equivalent viscous damping is obtained from the numerical model when compared with data measured during the shake table tests. However, it was found that already established equations to determine the equivalent viscous damping of CBFs may give closer values to those obtained from the physical tests. Copyright © 2012 John Wiley & Sons, Ltd. 相似文献
12.
The response spectrum method has been widely used in earthquake engineering design, but cannot be directly applied to non-linear systems such as the lead-filled rubber bearing used in base isolation systems. An appraoch to determine the equivalent linearized stiffness and damping coefficient of the lead-filled rubber bearing by use of the results of shaking table tests is developed. Comparisons of time histories for the equivalent linear systems and the actual model show the method gives accurate maxima for displacement and acceleration and at the appropriate times. It is found that the identified parameters vary with the maximum deformation and the simplified formulae that can optimally describe the variations are derived. Using these formulae, an iterative algorithm using the response spectrum method to calculate the dynamic response of buildings isolated by lead-filled rubber bearings is also presented. 相似文献
13.
RC框架结构直接基于位移的抗震优化设计方法 总被引：2，自引：0，他引：2
探讨了静力弹塑性分析验证过程中遇到的几种情况及其产生原因,指出建筑结构设计方案在基于位移的抗震设计中的重要性。从框架结构的侧移模式出发,导出结构一定性能水平的目标顶点位移,建立结构目标顶点位移与等效位移的关系式,根据位移反应谱,由等效位移推出框架结构在各性能水平的目标周期。然后,由pushover曲线确定结构刚度退化机理,导出结构各性能水平相应的自振周期比例关系,根据结构各性能水平自振周期与目标周期的关系确定结构最优设计方案。通过例题加以验证,说明了此设计方法的可行性。 相似文献
14.
During strong ground motions, structural members made of reinforced concrete undergo cyclic deformations and experience permanent damage. Members may lose their initial stiffness as well as strength. Recently, Los Alamos National Laboratory has performed experiments on scale models of shear wall structures subjected to recorded earthquake signals. In general, the results indicated that the measured structural stiffnesses decreased with increased levels of excitation in the linear response region. Furthermore, a significant reduction in strength as well as in stiffness is also observed in the inelastic range. Since the in-structure floor response spectra which are used to design and qualify safety equipment have been based on calculated structural stiffness and frequencies, it is possible that certain safety equipment could experience greater seismic loads than were specified for qualification due to stiffness reduction.In this research, a hysteresis model based on the concept of accumulated damage has been developed to account for this stiffness degradation both in the linear and inelastic ranges. Single and three-degrees-of-freedom seismic Category I structures were analysed and compared with equivalent linear stiffness degradation models in terms of maximum displacement responses, permanent displacement, and floor response spectra. The results indicate significant differences in response between the hysteresis model and equivalent linear stiffness degradation model at PGA levels of greater than 0.8 g. The hysteresis model is used in the analysis of reinforced concrete shear-wall structures to obtain the in-structure response spectra. Results of both cumulative and one shot tests are compared. 相似文献
15.
抗震结构的等效延性破坏准则及其子结构试验验证 总被引：6，自引：0，他引：6
基于试验结果与分析，本文提出了反映结构低周疲劳特性的“等效延性破坏准则”。将由结构非线性动力反应分析求得的、预计按本文所提破坏准则能引起柱破坏的三种不同位移反应时程，施加于三个柱试件，以验证所提准则的有效性与实用性。 相似文献
16.
在地震作用下,抗震支吊架理应保障建筑机电工程设施和管道系统均具备良好的服役性能。因此,对抗震支吊架的抗震性能进行检测至关重要。本文以某典型地下室抗震支吊架为对象开展了顺管向地震模拟振动台试验,通过多工况试验对比分析了不同支吊架的位移和加速度的地震响应。试验结果表明:抗震支吊架显著降低了管道位移,减振率最高可达到96%,但对于加速度响应的抑制作用较小。易损性分析表明:采用成品支吊架时,管道系统在遭受相当于设防烈度的地震作用时会发生严重损伤,而采用抗震支吊架的管道系统能够保全其功能。 相似文献
17.
随着地下空间大规模开发利用,地震灾害对其造成的潜在威胁不容忽视。基于《城市轨道交通结构抗震设计规范(GB50909-2014)》和《地下铁道建筑结构抗震设计规范(DG/TJ08-2064-2009)》建议的分析方法,选取惯性力法、反应位移法(国家规范法、上海规范法)、动力时程方法(线弹性方法、等效线性化方法)三类共5种计算方法,以典型两层双柱三跨地铁车站结构为分析对象进行地震反应的对比验算,对上述计算方法的适应性进行评价。分析结果表明,与动力时程方法相比较,惯性力法计算得到的侧墙剪力值偏大,中柱结果较为接近;对于反应位移法,国家规范方法和上海规范方法的计算模型略有不同,但两者计算结果基本相近,其中土体强制位移、集中地基弹簧、土体动剪切模量等参数取值对计算结果影响显著;对于动力时程方法,线弹性方法和等效线性化方法的结果较为接近,且变化趋势相同。 相似文献
18.
通过梳理轨道交通地下结构抗震设计流程,明确抗震设计方法选择的原则和依据。在阐明反应加速度法基本原理基础上,引出土层地震反应分析的一维等效线性化法,并对影响土层地震反应计算结果关键参数进行讨论。针对一维土层地震反应得到的加速度时程提出合理拟合抛物线型二阶基线方程,可以消除加速度时程长周期随机分量引起的漂移问题,经自然积分可以得到消除基线漂移的位移时程;同时阐明数值分析软件Origin Pro有效解决积分得到位移时程的基线漂移问题并得到合理位移分布的途径和方法。以北京地铁3号线体育中心站为例,详细说明反应加速度法相关各个技术环节实现的方法和结果,并指出反应加速度法或位移法所依据的土层地震反应分析和位移时程的确定具有较强专业性,应做专项咨询分析工作;只有一维土层地震反应分析获得的加速度反应谱及时程客观合理,有限元计算所需相应地震动水平的等效剪切模量才可信;积分得到的位移时程需要有效消除基线漂移影响。只有上述相关结果真实客观可信,有限元计算结果才能模拟真实的土层-地下结构地震反应。 相似文献
19.
液化场地桥梁群桩基抗震分析简化方法 总被引：2，自引：0，他引：2
基于已完成的液化场地土—桩—桥梁结构地震相互作用振动台试验,利用两步法、等效单桩法,建立了液化场地群桩基础抗震分析的动力非线性文克尔地基梁模型。该模型考虑了桩—土相互作用的影响。首先,按照等刚度原则将群桩简化为等效单桩;其次,选用弹簧元件和阻尼原件并联的宏单元模拟桩—土动力相互作用;然后,计算地震作用下自由场地的土体位移和孔压比;最后,将地震作用下自由场地土体位移和孔压比作为模型的外部激励,计算桩的动力反应规律。将简化方法计算结果与液化场地桥梁桩基振动台试验结果进行对比发现,两者吻合较好,验证了简化方法的正确性。 相似文献
20.
An approximate‐simple method for nonlinear response estimates of reinforced concrete frames subjected to near‐field and far‐field records is presented in this paper. The approximate method is based on equivalent single‐degree‐of‐freedom and linear multi‐degree‐of‐freedom models. In this procedure, the nonlinear maximum roof displacement is estimated using an effective period factor and elastic response spectrum with an equivalent damping. The effective period factor was proposed for far‐field and near‐field ground motion records. For regions of high seismicity, the maximum roof displacement can be estimated by applying an effective period factor of 2.3 and 2.1 for near‐field and far‐field records, respectively, and 9% damped displacement response spectrum. For regions of moderate seismicity, a lower effective period factor of 1.9 and 1.8, for near‐field and far‐field records, respectively, can be applied to estimate the maximum roof displacement. A relationship between linear and nonlinear response of multi‐degree‐of‐freedom systems was also proposed to obtain estimates of the maximum inter‐story drift of nonlinear responding reinforced concrete frames. In addition, the effects of number of ground motion records used in the analyses on the scatters of results were investigated. The required number of ground motions to produce a reliable response was proposed. Copyright © 2013 John Wiley & Sons, Ltd. 相似文献