Numerical artifacts associated with Rayleigh and modal damping models of inelastic structures with massless coordinates

The paper presents a detailed reexamination of the effects of three damping models on the inelastic seismic response of structures with massless degrees of freedom. The models considered correspond to (a) Rayleigh damping based on current properties (tangent stiffness), (b) Rayleigh damping based on initial properties, and (c) modal damping. The results suggest that some nonzero damping forces/moments at massless DOFs obtained in multistory frames for the case of Rayleigh damping with tangent stiffness may be numerical artifacts rather than a deficiency of the damping model. The results also indicate that significant artificial numerical oscillations in the velocities of the secondary components of MDOF structures are introduced when modal damping or mass-proportional damping is used.     

Nonlinear analysis of masonry structures using fiber-section line elements

For seismic analysis of unreinforced masonry (URM) buildings characterized by a box-like behavior, a widely accepted model is based on the equivalent frame idealization of walls. The equivalent frame model uses 1D elements to represent the vertical piers and horizontal spandrels which are connected by rigid nodes. The mechanical characterization of the elements is one of the crucial aspects to predict reasonably the building seismic behavior. Through the comparison with pseudo-static and dynamic experimental tests performed on two-story full-scale buildings, this paper validates the frame modeling in the OpenSees framework, which includes a fiber-section force-based beam element for the axial-flexural behavior, coupled with a cyclic shear-deformation phenomenological law.     

Evaluation of force-based and displacement-based out-of-plane seismic assessment methods for unreinforced masonry walls through refined model simulations

The performance of force-based and displacement-based seismic assessment methods for the life-safety limit state check of out-of-plane loaded unreinforced masonry walls is evaluated on the basis of refined numerical simulations. For this purpose, a discrete element model of a vertically spanning wall is built and validated against experimental results from static and dynamic test conditions. The model is then analysed for a large range of wall configurations. For each configuration, a static pushover analysis and a series of incremental dynamic analyses are run, the latter permitting to determine the capacity of the wall under dynamic loading. The accuracy of the assessment methods in predicting the acceleration at which the walls collapse is evaluated. It is found that the displacement-based method is more accurate, robust, and safe than the force-based method. The comparison also shows that for walls characterised by a relatively high ratio of axial load to Euler's critical load, both assessment methods lead to an overestimation of the wall capacity. As a remedy, a modification to the methods based on a recently developed mechanical model is put forward and tested. For the force-based method, it is additionally suggested to set for walls with relatively high overburden ratios the behaviour factor equal to 1. To ensure reproducibility of this study, all input and output files of the numerical simulations are made publicly available.     

近场地震下竖向刚度不同的混合结构动力性能分析

近场地震的动力特性明显不同于远场地震,因此有必要对结构在近场地震作用下的动力性能展开研究。以上部钢结构-下部混凝土结构这类竖向刚度不同的加层混合结构为研究对象,对其在近场脉冲型地震、近场无脉冲型地震及远场地震作用下的动力响应进行研究。结果表明:在多遇、设防、罕遇地震作用下,近场脉冲型地震会使结构的层间位移角、层间剪力、加速度等动力响应均放大并出现超限的情况,而且都比罕遇地震作用下结构的响应增大更明显;在进行近场区加层混合框架结构的设计和建设时,近场脉冲效应会使结构存在不满足规范的情况,有必要对竖向刚度不同的加层混合结构在近场区的适用性进行深入研究。     

基于向量式有限元的黏滞阻尼减震结构抗竖向连续倒塌动力反应分析

向量式有限元是以向量力学为基础的一种新的结构分析方法,在处理结构大变形等复杂行为时具有较大的优势。基于向量式有限元理论建立了黏滞阻尼单元,对附加黏滞阻尼器的平面钢框架结构进行了抗竖向连续倒塌动力分析,结合拆除构件法,采用MATLAB编制可以考虑初始变形的瞬时卸载法程序,实现结构在构件拆除前的静力分析和构件拆除后动力分析的全过程统一。研究了阻尼器布置位置和参数在结构抗竖向连续倒塌中的性能需求,以失效点竖向位移时程曲线、梁端转角、动力放大系数和结构塑性铰分布为参考指标,对比分析布置阻尼器前后钢框架结构的抗连续倒塌能力。结果表明向量式有限元是一种研究结构竖向连续倒塌动力响应的有效方法,合理布置阻尼器能够有效控制剩余结构的变形和振动,降低构件内力,减少塑性铰个数,较大地提高结构的抗竖向连续倒塌能力。     

无背索斜拉桥主塔受力及抗震性能分析

为探讨主塔横梁对无背索斜拉桥结构的静动力特性影响,以某无背索斜拉桥为原型,采用三维静\,动力有限元计算方法,分析了实心横梁、大空心横梁、小空心横梁与无横梁四种主塔横梁方案的静、动力结构特性。静力计算结果表明:在最不利荷载作用下,四种对比方案中,实心横梁的拉索应力接近安全系数临界值;横梁重量越大,主梁挠度及主塔顺桥向变形值越小,且未设置横梁的方案在长期荷载作用下产生主跨侧的收缩徐变变形值。动力计算结果表明:大空心横梁方案结构横桥向刚度最大塔底轴力最大、横桥向弯矩值最大;无横梁时横桥向剪力最大,且无横梁方案使得主塔刚度较小,阵型易出现主塔横向失稳。综合考虑结构静、动力特性与施工便利性和后期维护,建议该结构采用实心主塔横梁。     

CTS-1E、CMG-3ESPC-120型地震计工作参数对比分析

CTS-1E型、CMG-3ESPC-120型地震计安装架设在库尔勒地震台小泉沟观测点同一台基上,均使用EDAS-24GN型数据采集器进行实时数据采集,对比分析观测数据波形特征、地动噪声功率谱及动态范围等,明确2套地震计在实际观测中的性能差异,以便为地震监测数据分析及相关研究提供参考。     

晋冀蒙交界地区中小地震视应力时空分布特征

选取晋冀蒙交界地区固定和临时测震台网记录的2014-2016年地震波形资料,采用近震Brune模型,结合遗传算法,反演计算298次M_L ≥ 2.0中小地震视应力值,分析震源参数之间的标度关系,并按照震中分区,分析不同地区视应力时序变化特征及不同震级区间视应力空间分布特征,发现该区多处存在视应力高值现象,地震多发生于视应力高值异常及附近地区,与断裂带有一定对应关系。     

大震面波应力扰动对2014年四川康定地震的影响

在中强地震发生前的临界状态下,发震断层可能在大震面波应力扰动下出现微震活动增强的现象。利用β统计值方法和匹配滤波技术,对2014年11月22日康定M6.3地震震前大震在其主震及前震所在的鲜水河断裂带的动态触发作用进行了分析讨论。结果显示,未检测到由大震面波触发的微震,表明康定地震震前其主震及前震所在区域在大震面波的应力扰动下,未出现明显的微震触发现象;通过微震检测未发现断层积累应力水平较高、即将发生强震的证据。     

铜川新区黄土与古土壤动剪切模量比和阻尼比的统计研究

利用铜川市地震小区划项目的大量典型土样动三轴试验结果,采用双曲线模型拟合得到了铜川新区黄土和古土壤在8个典型应变下的动剪切模量比和阻尼比值。根据不同沉积年代和不同土层深度2种方法对黄土、古土壤动剪切模量比和阻尼比随剪应变变化情况进行了统计和对比分析。研究发现:同一剪应变下,黄土、古土壤动剪切模量比随沉积年代和土层深度的增加而增加。二者对黄土动剪切模量比的影响较为显著。