Seismic response predictions of multi‐span steel bridges through pushover analysis     

Yi Zheng  Tsutomu Usami  Hanbin Ge 《地震工程与结构动力学》2003,32(8):1259-1274

In the new trend of seismic design methodology, the static pushover analysis is recommended for simple or regular structures whilst the time‐history analysis is recommended for complex structures. To this end, the applicable range of the pushover analysis has to be clarified. This study aims at investigating the applicability of pushover analysis to multi‐span continuous bridge systems with thin‐walled steel piers. The focus is concentrated on the response demand predictions in longitudinal or transverse directions. The pushover analysis procedure for such structures is firstly summarized and then parametric studies are carried out on bridges with different types of superstructure‐pier bearing connections. The considered parameters, such as piers' stiffness distribution and pier–0.5ptdeck stiffness ratio, are varied to cover both regular and irregular structures. Finally, the relation of the applicability of pushover analysis to different structural formats is demonstrated and a criterion based on the higher modal contribution is proposed to quantitatively specify the applicable range. Copyright © 2003 John Wiley & Sons, Ltd.  相似文献   

Efficiency of base isolation systems in structural seismic protection and energetic assessment     

Giuseppe Carlo Marano  Rita Greco 《地震工程与结构动力学》2003,32(10):1505-1531

This paper concerns the seismic response of structures isolated at the base by means of High Damping Rubber Bearings (HDRB). The analysis is performed by using a stochastic approach, and a Gaussian zero mean filtered non‐stationary stochastic process is used in order to model the seismic acceleration acting at the base of the structure. More precisely, the generalized Kanai–Tajimi model is adopted to describe the non‐stationary amplitude and frequency characteristics of the seismic motion. The hysteretic differential Bouc–Wen model (BWM) is adopted in order to take into account the non‐linear constitutive behaviour both of the base isolation device and of the structure. Moreover, the stochastic linearization method in the time domain is adopted to estimate the statistical moments of the non‐linear system response in the state space. The non‐linear differential equation of the response covariance matrix is then solved by using an iterative procedure which updates the coefficients of the equivalent linear system at each step and searches for the solution of the response covariance matrix equation. After the system response variance is estimated, a sensitivity analysis is carried out. The final aim of the research is to assess the real capacity of base isolation devices in order to protect the structures from seismic actions, by avoiding a non‐linear response, with associated large plastic displacements and, therefore, by limiting related damage phenomena in structural and non‐structural elements. In order to attain this objective the stochastic response of a non‐linear n‐dof shear‐type base‐isolated building is analysed; the constitutive law both of the structure and of the base devices is described, as previously reported, by adopting the BWM and by using appropriate parameters for this model, able to suitably characterize an ordinary building and the base isolators considered in the study. The protection level offered to the structure by the base isolators is then assessed by evaluating the reduction both of the displacement response and the hysteretic dissipated energy. Copyright © 2003 John Wiley & Sons, Ltd.  相似文献   

往复荷载作用下矩形钢管混凝土压弯构件承载力计算     

杨有福  韩林海 《地震工程与工程振动》2003,23(5):125-129

本文基于往复荷载作用下矩形钢管混凝土压弯构件的实验结果，比较了国内外比较典型的设计规范(程)，包括英国BS5400(1979)、美国ACI318—99(1999)和AISC-LRFD(1999)、日本AIJ(1997)、欧洲EC4(1994)、中国GJB4142-2000(2001)和福建省地方标准(送审稿)，及本文数值方法在计算往复荷载作用下矩形钢管混凝土压弯构件承载力的差异。结果表明，在进行往复荷载作用下矩形钢管混凝土压弯构件承载力计算时，各种计算方法获得的承载力都偏于安全，其中，数值计算结果与实验结果最接近，GJB4142—2000(2001)的计算结果与实验结果吻合程度稍差，ACI318—99(1999)，EC4(1994)和福建省地方标准(送审稿)的计算结果比实验结果约低20％，而BS5400(1979)、AISC—LRFD(1999)和AIJ(1997)的计算结果比实验结果总体上低30％以上。本文结果可供进行矩形钢管混凝土结构设计时参考。  相似文献   

桩承载力时效对桩土相互作用及沉降的影响分析   总被引：2，自引：2，他引：2  

郑刚  任彦华 《岩土力学》2003,24(1):65-69

对软土中两根47 m长灌注桩分别在成桩28 d和1 750 d后进行了承载力试验，其极限承载力提高幅度达到30％左右。分析了单桩承载力随时间提高(称为时效)的机理，提出了单桩承载力时效对桩筏基础桩土相互作用影响的分析方法，并结合工程实例进行了分析。  相似文献   

振动沉模大直径现浇薄壁管桩技术及其应用 (Ⅰ):开发研制与设计   总被引：54，自引：25，他引：54  

刘汉龙  费康  马晓辉  高玉峰 《岩土力学》2003,24(2):164-168

振动沉模现浇混凝土薄壁管桩（PCC桩）技术是河海大学自主开发研制的用于地基加固处理的专利技术，是一种适合于软土地区的新型高效优质桩型，可有效地提高地基承载力和减小地基沉降。笔者介绍了振动沉模现浇混凝土薄壁管桩的技术原理、加固机理、施工设备、施工工艺及其设计与质量检测方法。该桩型具有承载力高、质量可靠和工程造价低等优点，具有较大的推广应用价值。  相似文献   

岩体变形模量的尺寸效应   总被引：2，自引：0，他引：2  

喻勇  肖国强  王法刚 《岩土力学》2003,(Z1)

岩土工程中,现场岩体的承压板试验和变形试验可看作是不同尺寸岩体的变形试验。在某工程的现场岩石力学试验中,对同一组试点的岩体先后进行了承压板变形试验和承载力试验,研究了岩体变形模量的尺寸效应,结果表明,岩体变形模量主要受岩体中的裂隙发育状况控制,当岩体质量较好时,可以由承载力试验曲线来确定岩体的变形特性,这一做法具有一举两得的效果。  相似文献   

海底电磁探测仪器的承压密封舱   总被引：2，自引：2，他引：0  

邓明  魏文博  金胜  谭捍东  邓靖武  罗贤虎 《现代地质》2003,17(3):345-348

在海底进行电磁场探测必须解决仪器的承压密封问题。密封舱的体重对海上投放作业的难易程度有直接影响。为协调设备安全与海上施工效率的一致性,对所研制的承压密封舱需进行合理设计,以较小的体积和重量实现所规定的承压指标。论述了海底电磁探测仪器的承压密封舱的可靠性设计方法、舱体内部的器件安装结构及海底测量过程,压力模拟试验表明所研制的承压密封舱已达到设计要求。  相似文献   

金华市水资源承载力分析   总被引：8，自引：0，他引：8  

冯利华  黄中伟  马跃纲 《热带地理》2005,25(2):151-155

从生态学角度出发，提出水资源承载力是在社会发展的某一阶段和生态系统良性循环的条件下，水资源对人类活动的最大支撑能力。指出目前金华市的水荒不是水源型缺水，而是水质型缺水和工程型缺水。根据20多年的历史数据和2020年全面建设小康社会的标准，利用系统动力学(SD)模型，仿真研究了金华市未来政策实施后水资源承载力的动态变化过程。同时指出，对于金华市来说，单方面追求经济的快速发展、以牺牲环境作为代价的高方案和把环境保护作为首要目标、经济慢速发展的低方案都是不可取的，只有经济发展和环境保护同时兼顾的中方案才是首选方案。  相似文献   

钻孔灌注桩后压浆作用机理与应用     

陈飞  兰凯 《地质科技情报》2005,24(Z1):97-100

通过对桩侧和桩底后压浆,可大幅度提高钻孔灌注桩单桩承载力.应用桩-土理论分析了后压浆中浆液对土体及桩体的作用,并从分析影响桩基承载力的因素出发,研究了后压浆的作用机理.在渗透率小的地层中后压浆以压密注浆为主,在渗透率大的地层中后压浆以渗透注浆为主.为避免过分压裂土层,在压浆过程中应控制灌浆压力.压浆量是影响后压浆质量和提高单桩承载力的关键因素之一.  相似文献   

Multi-dimensional Seismic Response Analysis of Base-Isolated Frame Structure with 3D Isolator   总被引：1，自引：0，他引：1  

XiongShishu HuangLiting ChenJinfeng SuJingsu 《中国地质大学学报(英文版)》2005,16(1):66-71,78

INTRODUCTIONAs a new and effective method for withstandingthe horizontal component of earthquake motion on abuilding structure, the base isolation technique hascome to the engineering application phase ( Hu,1988). However, for some important buildings andfoundation facilities in an earthquake region, it is im portant to consider the effects of 3D aseismatic analy sis, including the vertical component, due to themulti dimensional characteristics of earthquakes (Suand …  相似文献