共查询到20条相似文献，搜索用时 203 毫秒
1.
当合力作用在横截面核心之外时,此截面的拉应力对于抗拉强度很低的圬工是不能承受的 ,故应考虑压应力的重新分布。本文采用能反映激发和衰减的非线性Ｒａｙ／ｅｉｇｈ阻尼,使控制方程无量纲化,设振幅函数满足所有边界条件而简化控制方程非齐次的ＶａｍｄｅｒＰｏｌ方程,得了其头两次渐近解,再计算压应力重分布。 相似文献
2.
本文通过对全国许多地区大量的小震及中、强地震主压应力轴分布情况的详细研究，发现地震主压应力轴的分布具有分形结构特征，并满足幂函数关系式ｌｇＮ＝ａ＋ｂＪ，其特征值ｂ与分数维大致成反比，无标度区约为２°－８°。中强以上地震的前震序列的地震主压应力轴分布的特征值似乎明显比小震群活动的地震主压应力轴分布的特征值大。 相似文献
3.
柴达木盆地英西地区下干柴沟组上段碳酸盐岩储层普遍发育裂缝,裂缝是控制其油气高产的关键,但对区内构造裂缝的分布规律认识不清.以声发射测试获得的古构造应力大小和前人研究获得的古构造应力方向为约束条件,利用有限元分析软件ANSYS,数值模拟恢复了研究区目的层在喜马拉雅晚期构造挤压背景下的构造应力大小的分布;依据岩石破裂准则计算了岩石破裂值,从而定量预测了研究区目的层构造裂缝的分布,并总结了其分布规律.结果表明,英西地区下干柴沟组上段水平最大主压应力主要分布于110～180 MPa,其展布由北东至南西方向呈逐渐增大的趋势;研究区内盐下层的水平最大主压应力值整体比盐间层高;差应力大小决定着构造裂缝的发育,在差应力为高值的断层附近裂缝发育程度高;构造裂缝的分布主要受断层展布和岩性的控制,邻近盐间层底部的盐下储层和构造上处于北带、中带区域的构造裂缝发育程度较高,是英西地区深层油气的有利勘探区.该研究成果可对柴达木盆地英西地区深层勘探区的预测提供依据. 相似文献
4.
基于滑面正应力修正的边坡安全系数显示解法,研究滑面初始正应力分布对边坡稳定性的影响。假设滑面的初始正应力分布,用含有待定参数的修正函数对其进行修正,使滑体满足所有方向的力和力矩平衡条件,推导出满足所有平衡条件的安全系数方程,得到边坡安全系数值,对边坡稳定性进行评判分析。结果表明,对于三维对称边坡,不同初始滑面正应力分布对边坡稳定性影响较小,安全系数最大差别控制在5%以内;对于一般三维形状边坡,不同初始正应力分布对边坡稳定性影响较大,三维安全系数的差别在6.2%,与其他方法的差别最大达到28.7%,需要进一步验证滑面正应力分布的合理性才能应用于工程实践。 相似文献
5.
采用前人反演得到的云南禄劝地震的地震矩张量和主震及部分余震的震源机制解,以该主震震中为中心在全球CMT目录中查询到的部分地震的震源机制解,先将地震矩张量转化为震源机制解,运用精细网格搜索反演方法将震源机制解反演得到禄劝地震和其周边地区的应力场。对反演得出的两个应力场进行差异性对比研究,结果表明禄劝地震震源处主压应力场为NNW—SSE向,主压应力与主张应力相当,周边地区的主压应力方向为NW—SE,断层破裂面倾角大,以走滑正断层为主,主压应力占优势。但是由于云南地区主要由NNW—SSE和NW—SE方向的主压应力控制,并受本文所选的周边地区的经纬度及所处地区的控制,所以该区域在总体上受NW—SE方向的压应力控制,局部地区受NNW—SSE方向的压应力控制。该结果可以用来分析该地区的地震地质背景和断层形成条件,对地球动力环境的研究有一定的意义。 相似文献
6.
1983年菏泽5.9级地震前后鲁西豫北地区小震应力场的变化 总被引：1，自引：0，他引：1
引言 苏联学者首先报道了在某些强震前,由小震断层面解确定的压应力轴方向发生变化的实例。他们的实例表明,强震前压应力轴的方向变化可分为两个阶段:在大于震源区范围内,震前较长时间(第一阶段)压应力轴分布方向逐渐朝大区域应力场方向收缩;临震前(第二阶段)出现第二次取向,而重新取向后的方向与主震压应力轴方向一致,震后压应力轴方向又变为分散。 相似文献
7.
油田受异常地应力作用而损坏的油井绝大部分都是套管井,针对这一实际情况,通过求解套管井应力集中情况下各层介质中应力场的分布,应用摄动积分方法,将裸眼井声弹性方程发展为适用于套管井井孔体系的情况.数值考察了井外无限远单轴水平压应力作用下,声弹方程中各层介质敏感系数和速度-应力系数随频率的变化,及二相互垂直偏振的偶极弯曲波相速度的频散曲线.结果表明,套管井声弹方程中的速度-应力系数主要由地层参数决定,内层介质的贡献较小,其中与三阶弹性模量相对应的项又起决定作用;井孔周围应力集中将引起平行和垂直单轴压应力方向偏振的二弯曲波发生速度分裂,同时随频率的增大两条频散曲线产生交叉,说明这种交叉仍然可用作判断套管井情况下地层各向异性是本征的还是由异常应力诱导的判据,用正交偶极声波测井技术在套管井中无损检测异常地应力仍然可行;但低速地层交叉点将明显向高频区移动,这又是与裸眼井情况重要的不同之处.本文还给出现场实测数据的处理实例,理论结果得到验证. 相似文献
8.
9.
通过对云南遥测地震台网2000年1月1日——2003年12月31日4年资料的分析, 使用剪切波分裂SAM综合分析方法,获得了云南地区10个数字地震台站的快剪切波偏振结果. 结果表明, 云南地区大部分台站的快剪切波偏振优势方向主要为近N——S或NNW方向; 位于活动断裂上的台站的快剪切波偏振优势方向与活动断裂的走向一致;与GPS主压应变方向一致,与区域主压应力方向基本一致;少数台站的快剪切波偏振较为复杂,或与活动断裂的走向及GPS主压应变方向不一致. 这样的台站总是位于几个断裂的交会处,反映了复杂的断裂背景和复杂的应力分布特征. 快剪切波偏振优势方向代表了原地最大主压应力方向,受到区域应力场和断裂分布等多种因素的控制. 相似文献
10.
11.
基于损伤塑性模型的砌体墙体非线性有限元分析 总被引：2，自引：0，他引：2
为了研究砌体墙体用钢结构加固后的力学性能,需要提供较准确的砌体墙体非线性计算,考虑到砌体与混凝土的材料性质具有相似性,将混凝土损伤塑性模型经修正后应用于砌体数值模拟,实现对砌体墙体的非线性有限元分析。通过与水平加载试验结果对比,验证了有限元模型的正确性。探讨了损伤塑性模型中的粘性系数、膨胀角、砌体本构关系中的初始弹性模量、受拉应力应变关系对计算结果的影响。结果表明：粘性系数和膨胀角对抗剪承载力、峰值位移及下降段性能均有较大影响,而对初始刚度影响很小;随着初始弹性模量的增大,砌体墙体抗剪承载力随之提高,但峰值位移无明显变化;受拉应力应变方程中待定系数的取值,对抗剪承载力及峰值位移影响较大。 相似文献
12.
This work discusses the simplified estimation of earthquake‐induced nonlinear displacement demands as required by nonlinear static procedures, with particular attention on short‐period masonry structures. The study focuses on systems with fundamental periods between 0.1 and 0.5 s, for which inelastic amplification of the elastic displacement demand is more pronounced; hysteretic force‐displacement relationships characteristic of masonry structures are adopted, because these structures are more commonly found within the considered period range. Referring to the results of nonlinear dynamic analyses of single‐degree‐of‐freedom oscillators, some limitations of the Eurocode 8 and Italian Building Code formulations are first discussed, then an improved equation is calibrated that relates inelastic and elastic displacement demands. Numerical values of the equation parameters are obtained, considering the amount of hysteretic energy dissipation associated with various damage mechanisms observed in masonry structures. Safety factors are also calculated to determine several percentiles of the displacement demand. It is shown that the proposed equation can be extended to more dissipative systems. Finally, the same formulation is adapted to the estimation of seismic displacements when elastic analysis procedures are employed. Copyright © 2017 John Wiley & Sons, Ltd. 相似文献
13.
Seismic assessment of existing unreinforced masonry buildings represents a current challenge in structural engineering. Many historical masonry buildings in earthquake regions were not designed to withstand seismic loading; thus, these structures often do not meet the basic safety requirements recommended by current seismic codes and need to be strengthened considering the results from realistic structural analysis. This paper presents an efficient modelling strategy for representing the nonlinear response of unreinforced masonry components under in‐plane cyclic loading, which can be used for practical and accurate seismic assessment of masonry buildings. According to the proposed strategy, generic masonry perforated walls are modelled using an equivalent frame approach, where each masonry component is described utilising multi‐spring nonlinear elements connected by rigid links. When modelling piers and spandrels, nonlinear springs are placed at the two ends of the masonry element for describing the flexural behaviour and in the middle for representing the response in shear. Specific hysteretic rules allowing for degradation of stiffness and strength are then used for modelling the member response under cyclic loading. The accuracy and the significant potential of the proposed modelling approach are shown in several numerical examples, including comparisons against experimental results and the nonlinear dynamic analysis of a building structure. Copyright © 2016 John Wiley & Sons, Ltd. 相似文献
14.
15.
Federico Margiacchi Luca Salvatori Maurizio Orlando Mario De Stefano Paolo Spinelli 《Bulletin of Earthquake Engineering》2016,14(12):3529-3546
Effects of masonry infills on the seismic vulnerability of steel frames is studied through multi-scale numerical modelling. First, a micro-modelling approach is utilized to define a homogenized masonry material, calibrated on experimental tests, which is used for modelling the nonlinear response of a one-story, single span, masonry-infilled portal under horizontal loads. Based on results of the micro-model, the constitutive behavior of a diagonal strut macro-element equivalent to the infill panel is calibrated. Then, the diagonal strut is used to model infill panels in the macro-scale analysis of a multi-span multi-story infilled moment-resisting (MR) steel frame. The seismic vulnerability of the MR frame is evaluated through a nonlinear static procedure. Numerical analyses highlight that infills may radically modify the seismic response and the failure mechanism of the frame, hence the importance of the infill correct modelling. 相似文献
16.
A nonlinear macroelement model for the seismic analysis of masonry buildings 总被引：1，自引：0，他引：1 
下载免费PDF全文
下载免费PDF全文 The macroelement technique for modelling the nonlinear response of masonry panels is particularly efficient and suitable for the analysis of the seismic behaviour of complex walls and buildings. The paper presents a macroelement model specifically developed for simulating the cyclic in‐plane response of masonry walls, with possible applications in nonlinear static and dynamic analysis of masonry structures. The model, starting from a previously developed macroelement model, has been refined in the representation of flexural–rocking and shear damage modes, and it is capable of fairly simulating the experimental response of cyclic tests performed on masonry piers. By means of two internal degrees of freedom, the two‐node macroelement permits to represent the coupling of axial and flexural response as well as the interaction of shear and flexural damage. Copyright © 2013 John Wiley & Sons, Ltd. 相似文献
17.
This paper describes shaking table tests of three eight-story building models: all are masonry structures in the upper stories, with or without frame-shear walls of one- or two- stories at the bottom. The test results of damage characteristics and seismic responses are provided and compared. Then, nonlinear response analyses are conducted to examine the reliability of the dynamic analysis. Finally, many nonlinear response analyses are performed and it is concluded that for relatively hard sites under a certain lateral stiffness ratio (I.e., the ratio of the stiffness of the lowest upper masonry story to that of the frame-shear wall story), the masonry structure with one-story frame-shear wall at the bottom performs better than a structure built entirely of masonry, and a masonry structure with frame-shear wall of two stories performs better than with one-story frame-shear wall. In relatively soft soil conditions, all three structures have similar performane. In addition, some suggestions that could be helpful for design ofmasomy structures with ground story of frame-shear wall structure in seismic intensity region VII, such as the appropriate lateral stiffness ratio, shear force increase factor of the frame-shear wall story, and permissible maximum height of the building, are proposed. 相似文献
18.
Shaking table tests and dynamic analyses of masonry wall buildings with frame-shear walls at lower stories 总被引：1，自引：0，他引：1
David Xiong 《地震工程与工程振动(英文版)》2008,7(3):271-283
This paper describes shaking table tests of three eight-story building models： all are masonry structures in the upper stories, with or without frame-shear walls of one- or two- stories at the bottom. The test results of damage characteristics and seismic responses are provided and compared. Then, nonlinear response analyses are conducted to examine the reliability of the dynamic analysis. Finally, many nonlinear response analyses are performed and it is concluded that for relatively hard sites under a certain lateral stiffness ratio （i.e., the ratio of the stiffness of the lowest upper masonry story to that of the frame- shear wall story）, the masonry structure with one-story frame-shear wall at the bottom performs better than a structure built entirely of masonry, and a masonry structure with frame-shear wall of two stories performs better than with one-story frame- shear wall. In relatively soft soil conditions, all three structures have similar performane. In addition, some suggestions that could be helpful for design of masonry structures with ground story of frame-shear wall structure in seismic intensity region VII, such as the appropriate lateral stiffness ratio, shear force increase factor of the frame-shear wall story, and permissible maximum height of the building, are proposed. 相似文献
19.
Several building codes propose methodologies to account for epistemic uncertainties in the seismic assessment of masonry buildings by selecting a knowledge level and reducing material strengths by means of the associated value of the confidence factor. Previous works showed that, in the case of masonry structures, this approach has various limitations, such as the lack of proper consideration of experimental tests performed. This article focuses on the issue of imperfect knowledge on material properties of existing masonry buildings and proposes a probabilistic methodology for the assessment, based on Bayesian updating of mechanical properties. The use of a Bayesian approach allows to update the values of the material properties assumed a priori as knowledge on the building increases, by taking into account all the experimental information gathered during the assessment process. A large number of simulated assessments is carried out and the values of the confidence factors on material properties are defined through the comparison between the obtained results and those of the reference structure, assumed to be perfectly known. These factors are useful in a more general framework for the assessment of masonry buildings accounting for different sources of uncertainty. 相似文献
20.
Seismic performance of a three-storey unreinforced masonry building which survived the 1992 Erzincan earthquake without damage is evaluated. Mechanical properties of the masonry walls have been determined experimentally by using identical brick and mortar used in construction. An accurate material model is developed for masonry and employed in a computer program for the non-linear dynamic analysis of masonry buildings. The analytical results based on measured material properties indicated that masonry buildings which satisfy basic seismic code requirements possess remarkable lateral strength, stiffness and energy dissipation capacity. Accordingly, a simple elastic design approach is rendered suitable for unreinforced masonry under seismic excitations, provided that realistic material properties are employed in design. 相似文献