Influence of seismic input on response of Baihetan arch dam

The dynamic responses of the arch dam including dam-foundation-storage capacity of water system,using two different earthquake input models,i.e.viscous-spring artificial boundary(AB)condition and massless foundation(MF),were studied and analyzed for the 269 m high Baihetan arch dam under construction in China.By using different input models,the stress and opening of contraction joints(OCJs)of arch dam under strong shock were taken into consideration.The results show that the earthquake input models have slight influence on the responses including earthquake stresses and openings of contraction joints in different extents.

Overview of the seismic input at dam sites in China

The current Chinese national standard,the Standard for Seismic Design of Hydraulic Structures(GB51247),released in 2018,is strictly based on China’s national conditions and dam engineering features.A comprehensive and systematic overview of the basis of the seismic fortification requirements,the framework of the fortification criteria,and the mechanisms of seismic input related to the seismic design of dams are presented herein.We first analyzed and clarified several conceptual aspects in traditional seismic design of dams.Then,for the seismic input at the dam site described in the first national standard for hydraulic structures,we expounded innovative concepts,ideas,and methods to make relevant provisions more realistic and practical and discussed whether reservoir earthquakes must be included in the seismic fortification framework of dams.This study seeks to incorporate seismic input at the dam site into traditional seismic design practice to promote its improvement from the quasi-static method to the dynamic method and from the closed vibration system to an open wave propagation system,to ensure that the seismic design of dams becomes more reasonable,reliable,scientific,and economic.

Numerical investigation of the effects of soil-structure and granular material-structure interaction on the seismic response of a flat-bottom reinforced concrete silo

In this work,a numerical study of the effects of soil-structure interaction(SSI)and granular material-structure interaction(GSI)on the nonlinear response and seismic capacity of flat-bottomed storage silos is conducted.A series of incremental dynamic analyses(IDA)are performed on a case of large reinforced concrete silo using 10 seismic recordings.The IDA results are given by two average IDA capacity curves,which are represented,as well as the seismic capacity of the studied structure,with and without a consideration of the SSI while accounting for the effect of GSI.These curves are used to quantify and evaluate the damage of the studied silo by utilizing two damage indices,one based on dissipated energy and the other on displacement and dissipated energy.The cumulative energy dissipation curves obtained by the average IDA capacity curves with and without SSI are presented as a function of the base shear,and these curves allow one to obtain the two critical points and the different limit states of the structure.It is observed that the SSI and GSI significantly influence the seismic response and capacity of the studied structure,particularly at higher levels of PGA.Moreover,the effect of the SSI reduces the damage index of the studied structure by 4%.

Seismic wave input method for three-dimensional soil-structure dynamic interaction analysis based on the substructure of artificial boundaries

The method of inputting the seismic wave determines the accuracy of the simulation of soil-structure dynamic interaction. The wave method is a commonly used approach for seismic wave input, which converts the incident wave into equivalent loads on the cutoff boundaries. The wave method has high precision, but the implementation is complicated, especially for three-dimensional models. By deducing another form of equivalent input seismic loads in the fi nite element model, a new seismic wave input method is proposed. In the new method, by imposing the displacements of the free wave fi eld on the nodes of the substructure composed of elements that contain artifi cial boundaries, the equivalent input seismic loads are obtained through dynamic analysis of the substructure. Subsequently, the equivalent input seismic loads are imposed on the artifi cial boundary nodes to complete the seismic wave input and perform seismic analysis of the soil-structure dynamic interaction model. Compared with the wave method, the new method is simplifi ed by avoiding the complex processes of calculating the equivalent input seismic loads. The validity of the new method is verifi ed by the dynamic analysis numerical examples of the homogeneous and layered half space under vertical and oblique incident seismic waves.

Analysis on the Seismic Response of Soil Slopes Based on the Multi-point Input Method

In general, the seismic response analysis in earthquake engineering assumes that the vibration parameters of the target and the contact surface of the external media are identical,i. e., single point input. However, earthquake energy has an attenuation phenomenon in wave propagation,so a wide range of soil slopes and the external medium contact surface of different input points on motion are not identical. If we consider single point input only, it may not correspond with reality, so it is necessary to carry out research on multi-point input methods. Based on the 2-D slope model,single-point input and multi-point input are performed respectively to analyze and compare their similarities and differences in the perspectives of the characteristics of seismic response of soil layer and plastic zone distribution to provide a reference for the seismic design of slopes. The results show that in the perspective of soil seismic response analysis,the peak acceleration output and peak velocity output under multi-point input are greater than the peak values under single point input at the same monitoring point,the peak appearing time is also earlier than that of the single point input; in terms of the plastic zone distribution,the multi-point effect is manifested as the presence of more obvious tensile shear failures; in the perspective of safety coefficient,the safety coefficient under each multi-point input is smaller than that of single point input,a difference of about 7 % or so. In summary,multi-point input is more reasonable and practical than single point input,so multi-point input should be considered in seismic design.

地下结构地震响应分析的高效混合模拟方法

数值模拟是地下结构抗震分析的重要手段之一,然而地震动输入及边界效应、模型尺度规模等因素均会影响数值模拟的计算精度和效率,并且存在计算尺度、计算时间、计算精度之间的矛盾,因此如何高效、精确地模拟地下结构与地层相互作用体系的地震响应仍是亟待解决的关键问题。基于区域缩减法(DRM)将边界元和有限元相融合的核心思想,旨在建立能够合理模拟地下结构-地层系统地震响应特征的高效混合分析方法。首先将地下结构-地层整体模型划分为近场地层-结构内域子模型和远场地层外域子模型,通过构造重合节点保证内域-外域耦合边界处的位移连续性;其次,基于边界元求解外域自由场或地形影响下的非自由场地震动特征,并采用DRM构造矩阵方程将外域动力响应转化为等效地震荷载,可以在保证地震动合理输入的前提下极大地缩减外域模型尺寸,进而实现对内域中地下结构地震响应的快速参数化分析;最后,设计了两组典型算例以检验该方法的可靠性和高效性。结果表明:对于无地形影响下的双线隧道地震响应模拟,通过与远置边界参考解对比验证了方法的有效性;对于受地形条件影响下的双线隧道地震响应模拟,本方法在保证精度要求的基础上极大缩减了包括地形在内的外域模型范围,相比远置边界法和传统黏弹性法,可使计算模型尺度分别缩减97%和83%,计算时间减少72%和58%。此外,该方法还可推广到斜入射地震动作用下地下结构的动力响应分析。

地震波斜入射作用下重力坝地震响应分析

为了研究地震波斜入射作用下重力坝的地震响应,本文基于黏弹性边界及相应的地震动输入方法,分别推导了P波和SV波倾斜入射时的等效地震力,构建了考虑地震波斜入射的黏弹性静-动力统一型人工边界.以黄登混凝土坝为研究对象,研究了P波和SV波在不同斜入射角度下混凝土坝的地震响应,重点分析了重力坝在地震作用下的水平、竖直相对位移与主应力.研究结果表明:混凝土重力坝的地震响应中在斜入射情况下P波与SV波有明显的差异,考虑地震波的斜入射很有必要;P波斜入射时,随着入射角度的增加,坝体关键点的水平、竖直相对位移与主应力值逐渐增加(60°时达到最大);SV波斜入射时随着角度的增加关键点相对位移与坝体主应力变化不大,但整体来看入射角度为0°时(即垂直入射)与其他入射角度相比无论是竖直、水平相对位移或坝体关键点主应力均为最大.

考虑场址危险一致性的中国完备条件目标谱与记录选取

即使所处地区的宏观抗震设防烈度相同,不同城市的地震地质构造与活动性背景仍然存在差异。为使地震动输入与所在场址的地震危险性水平保持一致,该研究衔接我国第五代地震区划图的概率地震危险性分析结果,给出了完备条件目标谱的构建方法。采用与第五代地震区划图相同的三级潜源分布和地震动预测方程,进行目标场址的危险性分析与设定地震解耦,衔接三维(震级-经纬度)设定地震解耦结果,给出了考虑所有潜源走向与位置相对贡献的“完备”条件谱。以北京近郊某城市作为算例,结果表明,完备条件谱的均值介于使用长轴和短轴衰减关系的粗略条件谱之间,条件标准差高于粗略条件谱。研究给出的完备条件谱适用于我国区划图的长短轴类型衰减关系,可以很好体现潜源的空间分布特征与背景地震危险性差异。基于我国强震动记录数据库拟合的加速度反应谱相关系数得到的条件谱要略高于基于国外数据库的计算结果。为了实现加速度反应谱均值和标准差的高效匹配,该研究采取多元高斯分布的协方差矩阵近似替换完备条件谱高斯混合分布的协方差矩阵,结合贪心优化算法,选取得到满足目标完备条件谱分布的强震动记录数据集。研究结果系统给出了我国条件目标谱进行记录选取的构建思路与选波方案,可为后续全概率结构性态分析提供依据。

某带穿层斜柱双筒体超限高层结构设计

仁恒世纪大厦为框架-双筒体结构,建筑高度198m,结构平面呈哑铃状,属于具有扭转不规则、楼板不连续、局部不规则(局部穿层柱、个别构件错层)、斜柱托换等一般不规则项的超限高层建筑。介绍了工程结构特点和整体抗震性能化设计过程。论述了嵌固端选择、多角度地震输入、跨层斜板及穿层斜柱受力分析等设计重难点。结果表明:本工程采用的框架-双筒体结构具有良好的抗震性能;设计时将绝对嵌固端和名义嵌固端均设置在基础顶是合适的;塔楼双筒体布置并未导致明显的强弱轴,多角度地震输入的结构响应接近;裙楼跨层斜板对结构整体受力影响较小;穿层斜柱不会发生屈曲稳定破坏,通过构造加强后斜柱拉梁的设计安全可靠。

具有屈服后硬化刚度减震结构等效速度谱研究

具有屈服后硬化刚度减震结构的输入能计算中,等效速度谱一般通过改变结构阻尼比获得,这与实际不符,而不同的反应谱对输入能的计算精度影响较大。本文旨在构建综合考虑结构参数、场地类别和地震类型的等效速度谱,为相关减震结构能量设计提供参考。基于此,首先,建立了考虑屈服后硬化刚度影响的能量平衡方程及其运动方程,并构建了具有屈服后硬化刚度单自由度(single degree of freedom,SDOF)体系等效速度谱计算程序;其次,选取了不同场地类别和地震类型的120条地震记录,利用上述程序分析了屈服后硬化刚度、阻尼比、延性系数、场地类别和地震类型等五种因素对等效速度的影响规律;最后,利用数据拟合工具提出了综合考虑多因素影响的等效速度谱计算公式并与程序计算结果对比。研究表明:等效速度随硬化刚度系数的增大呈减小趋势,但对等效速度谱的下降段影响较小,同时,等效速度随延性系数和阻尼比增大也有减小趋势,但阻尼比影响更为显著。

近场波动对钢筋混凝土框架结构地震响应的影响

采用一维化时域方法将地震波动转化为等效节点荷载,通过三维黏弹性人工边界单元模拟远场地基辐射阻尼,建立基于刚性地基假定和考虑近场波动的三维钢筋混凝土框架结构有限元模型,对比内力和位移动力时程响应。研究表明:考虑近场波动使钢筋混凝土框架结构自振周期变长;与刚性地基假定相比,在观测点处,梁端弯矩幅值增大,轴力幅值减小,剪力幅值改变;柱端弯矩幅值减小,轴力幅值增大,剪力幅值也存在差异;顶点位移和层间位移均衰减。

2022年泸定地震某隔震建筑内非结构构件震害模拟分析

2022年9月5日四川泸定地震中,位于震中近断层场地的一栋采用隔震设计的建筑内部非结构构件发生不同程度的破坏。非结构构件作为整体结构经济价值最重要的组成部分,减小其地震损伤对于建筑震后功能恢复至关重要。为此,在介绍该建筑内部非结构构件主要震害的基础上,采用二阶段级联方法对非结构件在地震中的具体运动响应进行模拟。第1阶段,在Etabs中建立一8层框架–剪力墙结构有限元模型,基于实测邻近台站近断层强震记录的非线性地震反应分析,模拟该建筑各楼层地震响应;第2阶段,以建筑内部文件柜等常见浮放式非结构构件为原型,在OpenSees中建立零长度转角弹簧模型,以上一阶段的结构楼面加速度响应作为输入,模拟建筑内部不同尺寸高宽比非结构构件的摇晃与倾覆响应,并同时考虑水平单向输入与水平–竖向双向输入两种方式,重点考察近断层地震强竖向分量的影响。结果表明:隔震层能有效降低上部结构的水平楼面加速度响应,但竖向楼面峰值加速度相比竖向地面峰值加速度被显著放大;水平与竖向激励同时输入下浮放式设备的摇晃角度与倾覆概率大于水平单向激励输入的情况,考虑竖向激励的作用后会增大浮放式设备的倾覆破坏风险。因此,在近断层场地进行建筑抗震设计时,强竖向地面运动对建筑内部非结构构件的影响不容忽视。

地震波斜入射下水平成层覆盖层地基波动输入研究

覆盖层具有土体动力非线性和结构成层特征,地震波斜入射下覆盖层地基自由场计算难度增大、人工边界吸能能力受到限制,制约了地震波动输入精度和应用。以水平成层覆盖层为研究对象,引入势函数理论,构建了地震波斜入射下顶层幅值矩阵与任意层幅值矩阵之间的动态传递关系,获得土体时域应变;基于二维应变状态理论,采用等效线性化法反映土体动力非线性,建立了地震波斜入射下非线性水平成层覆盖层地基自由场解析计算方法。利用作者发展的非线性黏弹性人工边界单元模拟远域辐射阻尼效应,近场波动分析中边界单元参数随内层土体单元动剪应变变化,边界单元吸能能力达到最优。结合解析自由场转换得到的等效输入荷载,建立了适用于地震波斜入射下非线性水平成层覆盖层地基地震波动输入方法。该方法能够依据深部斜入射波和地表地震动实现覆盖层地基波动输入,依据地表地震动实现波动输入是避免了通过基底地震动正演自由场等过程。研究了弹性水平双层和非线性水平多层覆盖层地基地震响应,结果表明,波动输入计算获得位移和应力均与解析解有较高拟合度,计算精度高,可为水平成层覆盖层地基上土石坝地震响应研究提供基础。

隔震双支座的不同模拟结果对比分析

隔震建筑中往往出现单支墩下有双支座的情况,隔震分析时,设计人员将2个支座的刚度合并,等效为1个支座输入。文章基于平面力系平衡方程,结合规范要求及工程案例验证,在单支墩下真实布置双支座(双支座输入)和按单支座模拟(单支座等效输入)的两种输入方式下对比支座拉压应力的结果差异。分析结果表明:单支墩下设置双支座时,采用单支座等效输入的方式无法得到支座的真实拉压应力,特别是双支座布置方向上支墩仅单侧有梁的位置,在长期面压和大震拉应力验算时支座的真实拉压应力可能超过规范限值,此时应采用符合实际受力状态的双支座输入模型进行隔震分析。

基于场址复杂入射波场的非一致波动输入模型

波动输入模型在表达地面运动非一致特征方面存在局限。为解决该问题,首先通过地震波空间演化分析证实场址入射地震波为复杂波场,进而提出拓展入射波假定至复杂波场的方法发展非一致波动输入模型。该文以确定性波场和粘弹性边界实现非一致波动输入模型,通过数值模拟地面运动与解析解对比验证其可行性。研究结果显示,非一致波动输入模型继承了波动输入模型在模拟地震波传播效应和地基辐射阻尼效应方面的优势,可有效实现场址复杂入射波场的输入。与传统波动输入模型相比,非一致波动输入模型可全面表达地面运动的时间滞后、峰值变化和时程形状差异等非一致特征。

A comparative analysis of seismic response of shallow buried underground structure under incident P,SV and Rayleigh waves

In this study,A time-domain seismic response analysis method and a calculation model of the underground structure that can realize the input of seismic P,SV and Rayleigh waves are established,based on the viscoelastic artificial boundary elements and the boundary substructure method for seismic wave input.After verifying the calculation accuracy,a comparative study on seismic response of a shallow-buried,double-deck,double-span subway station structure under incident P,SV and Rayleigh waves is conducted.The research results show that there are certain differences in the cross-sectional internal force distribution characteristics of underground structures under different types of seismic waves.The research results show that there are certain differences in the internal force distribution characteristics of underground structures under different types of seismic waves.At the bottom of the side wall,the top and bottom of the center pillar of the underground structure,the section bending moments of the underground structure under the incidences of SV wave and Rayleigh wave are relatively close,and are significantly larger than the calculation result under the incidence of P wave.At the center of the side wall and the top floor of the structure,the peak value of the cross-sectional internal force under the incident Rayleigh wave is larger than the calculation result under SV wave.In addition,the floor of the underground structure under Rayleigh waves vibrates in both the horizontal and vertical directions,and the magnification effect in the vertical direction is more significant.Considering that the current seismic research of underground structures mainly considers the effect of body waves such as the shear waves,sufficient attention should be paid to the incidence of Rayleigh waves in the future seismic design of shallow underground structures.

Highway bridge seismic design:summary of FHWA/MCEER project on seismic vulnerability of new highway construction

The Federal Highway Administration (FHWA) sponsored a large,multi-year project conducted by the Multidisciplinary Center for Earthquake Engineering Research (MCEER) titled'Seismic Vulnerability of New Highway Construction'(MCEER Project 112),which was completed in 1998.MCEER coordinated the work of many researchers,who performed studies on the seismic design and vulnerability analysis of highway bridges,tunnels,and retaining structures. Extensive research was conducted to provide revisions and improvements to current design and detailing approaches and national design specifications for highway bridges.The program included both analytical and experimental studies,and addressed seismic hazard exposure and ground motion input for the U.S.highway system;foundation design and soil behavior: structural importance,analysis,and response:structural design issues and details;and structural design criteria.

地下结构整体式反应位移法的改进

整体式反应位移法是目前常用的地下结构抗震实用分析方法,但在求解等效输入地震荷载的过程中,需对自由场土层模型中土-结构交界面所包围的所有土体单元施加自由场惯性力,处理过程相对复杂。该文基于有限元离散模型,从理论上证明了整体式反应位移法中由结构周边应力引起的等效地震荷载可通过仅由一层土体单元构成的子结构模型的一次静力分析获得,由此提出了一种基于土体内部子结构的地下结构整体式反应位移法,即改进方法一;进一步论证了改进方法一中内部土体子结构的惯性力对等效地震荷载的影响可以忽略,在此基础上提出地下结构整体式反应位移法的改进方法二,该方法避免了土层介质自由场惯性力的计算与施加,从而有效简化了整体式反应位移法的实施流程。通过与传统整体式反应位移法的对比分析,验证了该文改进方法具有良好的计算精度,可用于地铁车站、地下隧道等地下结构的地震反应分析与抗震性能研究。

不同地震动输入方向下非对称大跨悬索桥地震响应分析

为了解非对称悬索桥在不同地震动输入方向下的结构地震响应特性,指导该类桥梁的抗震设计,以广东云浮西江特大桥——跨径布置(202+738)m的非对称双塔双跨悬索桥为背景,进行地震响应分析。选取视波速150~3000 m/s的8个工况,采用大质量法模拟多点激励,对桥梁进行非线性时程分析,研究非对称悬索桥在一致激励下和考虑不同地震动输入方向及不同视波速下的结构地震响应规律。结果表明:对于非对称悬索桥,一致激励下,桥跨质量大的一侧构件内力、位移响应较大,位移较内力更为显著,应依据非对称结构地震响应特性,在结构两侧设计不同参数的减隔震装置;行波效应对非对称大跨悬索桥结构关键位置的内力、位移响应影响规律不同,视波速的选取对非对称结构地震响应影响显著,结构不同侧构件在相同视波速下的地震响应存在差异;在不同地震动输入方向下非对称结构的地震响应规律不同,同一构件响应值存在显著差异,建议在非对称桥梁设计时,考虑地震动输入方向的影响,按最不利方向进行设计。

隧道在黏弹性边界下地震动输入方式比较研究

目前对于隧道地震响应分析,大多采用黏弹性人工边界作为动力边界,而对于地震动输入方法并无详细对比。采用ABAQUS有限元分析软件,建立隧道-土层三维模型,验证了黏弹性人工边界的准确性和地震动在不同分界面处的反射透射现象。在此基础上,以青岛某公路隧道为例,分别使用位移输入、加速度输入和等效节点力输入施加地震荷载,研究隧道在不同输入方式下的动力响应特征。结果表明:输入方式对隧道地震响应结果有重要影响;位移输入和加速度输入结果等效,其隧道位移响应最小为节点力输入的0.12倍,应力响应最大达到节点力输入的2.45倍,计算结果偏大;等效节点力输入的隧道位移响应结果符合解析解,应力分布符合实际规律。在进行隧道地震响应分析时,应优先考虑使用等效节点力方式输入地震动。