Controlled rocking pile foundation system with replaceable bar fuses for seismic resilience

Bridges designed following a conventional approach minimize the risk of collapse, but often require challenging, costly, and time-consuming restoration after an earthquake occurs. The new seismic design philosophy requires bridges to maintain functionality even after severe earthquakes. In this context, this paper proposes a controlled rocking pile foundation(CRPF) system and numerically evaluates bridges′ degree of seismic resilience. The CRPF system allows a pile cap to rock on a pile foundati...     

Earthquake damage potential and critical scour depth of bridges exposed to flood and seismic hazards under lateral seismic loads

Many bridges located in seismic hazard regions suffer from serious foundation exposure caused by riverbed scour. Loss of surrounding soil significantly reduces the lateral strength of pile foundations. When the scour depth exceeds a critical level, the strength of the foundation is insufficient to withstand the imposed seismic demand, which induces the potential for unacceptable damage to the piles during an earthquake. This paper presents an analytical approach to assess the earthquake damage potential of bridges with foundation exposure and identify the critical scour depth that causes the seismic performance of a bridge to differ from the original design. The approach employs the well-accepted response spectrum analysis method to determine the maximum seismic response of a bridge. The damage potential of a bridge is assessed by comparing the imposed seismic demand with the strengths of the column and the foundation. The versatility of the analytical approach is illustrated with a numerical example and verified by the nonlinear finite element analysis. The analytical approach is also demonstrated to successfully determine the critical scour depth. Results highlight that relatively shallow scour depths can cause foundation damage during an earthquake, even for bridges designed to provide satisfactory seismic performance.     

Foundation design considerations for a pile supported critical facility

A large reinforced concrete structure supported on piles extending to bedrock is evaluated using a seismic soil–structure interaction analysis. The physical structure, the supporting pile system, analysis model and analytical methodology used are described. Important considerations in the design of the foundation pile system using the seismic analysis loadings and deformations are discussed.     

某桥梁桩基础的抗震计算研究

当前桩基础的抗震设计仅采取构造措施来保证其抗震性能,有可能会过高或过低地估计桩基础的抗震性能。针对某桥梁桩基础的抗震设计,建立全桥的三维有限元模型,计算在桩-土-结构共同工作情况下桩基础的地震响应,通过输入不同地震波来进行对比分析,并对结果进行复核,得出:(1)桩身内力响应与所输入地震动的频谱特性有关,桩身沿横桥方向的内力最大;(2)对于该场地的桥梁桩基础,桩-土-结构共同工作的有限元分析结果与m法结果差别不大;(3)当承台埋深为0时,桩身内力基本都偏大,要对承台侧土体做相应的加固处理。     

端承桩在分层地基中的横向地震反应分析

本文对分层弹性地基中端承桩基础按Ｗｉｎｋｌｅｒ（温克尔）地基土模型，通过特性分析，建立了合理的力学模型，经过动力分析，给出了端承桩基础横向自由振动特性及在横向动力载荷与地震载荷作用下强迫反应的解析解。文中的解析公式为分层弹性地基中端承桩基础在横向动力载荷与地震载荷作用下的动力反应分析，提供了一种新的解析方法。     

Study on seismic performance enhancement in bridges based on factorial analysis

The seismic performance of bridges depends on the ductile behavior of its column, as the deck and other substructural components except pile foundations are normally designed to be elastic to facilitate bridge retrofitting.Codes such as AASHTO, Caltrans, IRC: 112 etc.give guidelines for the seismic performance enhancement of columns through ductile detailing.In the present study, a methodology for the seismic performance enhancement of bridges is discussed by using a "Parameter-Based Influence Factor"(PIF) developed from factorial analysis.The parameters considered in the factorial analysis are: percentage of longitudinal reinforcement(P_t), compressive strength of concrete(f'_c), yield strength of steel(f_y), spacing of lateral ties(S) and column height(H).The influence of each parameter and their combination on the limit states considered is estimated.Pushover analysis is used to evaluate the capacity of columns, considering shear failure criteria.A total of 243(3~5 combinations) analysis results are compiled to develop ‘PIF’ used in the performance enhancement process.The study also encompasses other sub-objectives such as evaluating the discrepancies in using the Importance Factor(I) in designing bridges of varied functional importance; and estimating the aspect ratio and slenderness ratio values of bridge columns for its initial sizing.     

Seismic response of multi-frame bridges

Long cast-in-place concrete bridges are often constructed in multiple frames separated by in-span hinges. The multi-frame system offers lower construction and maintenance costs, fewer adverse effects due to creep, post-tensioning, and thermal deformations as a few of its advantages. However, the seismic response of multi-frame bridges has been uncertain owing to the complexities of their discrete system. This study intends to improve the understanding of the seismic response of multi-frame bridge systems and evaluate the applicability of current design assumptions. Responses of multi-frame bridges and comparable single-frame bridges of the same length are compared. Seismic demands on multi-frame bridge columns, abutments, and in-span hinges were investigated through high-fidelity analytical simulations. Approximately 3400 nonlinear time history analyses of prototype bridges with realistic designs were performed using the OpenSees platform. Analysis of variance was implemented along with a factorial design to study the effect of several independent factors, including the number of frames, substructure system, unequal column heights, soil type, ground motion intensity, and capacity-to-demand ratio. It was observed for elastic dynamic analysis that a 90 % modal mass participation ratio is not adequate to accurately estimate dynamic responses. Seismic demands on columns in multi-frame bridges are typically smaller than those in comparable single-frame bridges. The multi-frame system is seismically more robust than the single-frame system, specifically for bridges spanning non-uniform valleys that include unequal column heights. To prevent longitudinal unseating at in-span hinges, it is critical to consider the interaction of transverse and longitudinal responses. The seismic damage to abutment backwalls and backfills in multi-frame bridges is expected to be extensive owing to small expansion joints.     

Assessment and modeling of embankment participation in the seismic response of integral abutment bridges

The dynamic response and seismic performance of bridges may be appreciably affected by numerous contributing factors, with soil–structure interaction being the dominant exogenous influence. The most familiar form is the so-called soil–pile interaction, but embankment–abutment interaction is also documented through field observations and analytical investigations, particularly evident in integral R.C. bridges. Recent studies have shown that this form of interaction may significantly alter the bridge response and should be taken into account during design and assessment, especially in the case of typical highway overcrossings that have abutments supported on earth embankments. In light of this emerging problem and in order to facilitate quantitative estimates of the interaction effects, the question of appropriate modeling and seismic assessment of R.C. integral bridges is the main object of the present paper. Based on already established procedures to account for soil–structure interaction, a new approach is proposed to model the contribution of the embankment, the bent and the abutments to the overall bridge response. Furthermore, the capacity curve of the entire bridge system is evaluated through the implementation of Incremental Dynamic Analysis (IDA), therefore allowing for seismic assessment of the complex superstructure–foundation system with well established displacement based procedures. Using as a benchmark case two typical instrumented U.S. highway bridges located in California, the proposed method is implemented and provided results from this analysis are correlated successfully with available field data. Results obtained from the analysis indicate excessive displacement demands for the entire bridge–embankment system owing to the embankment contribution and the soil degradation under increasing shear strains. Furthermore, seismic performance is strongly related to the central bent deformation capacity, with soil–pile interaction effects being of critical importance.     

Numerical investigation on seismic performance of a shallow buried underground structure with isolation devices

A design procedure for improving the seismic performance of unequal-span underground structures by installing isolation devices at the top end of columns is proposed based on the seismic failure mode of frame-type underground structures and the design concept of critical support columns. A two-dimensional finite element model (FEM) for a soil-underground structure with an unequal-span interaction system was established to shed light on the effects of a complex subway station with elastic sliding bearings (ESB) and lead rubber bearings (LRB) on seismic mitigation. It was found that the stiffness and internal force distribution of the underground structure changed remarkably with the installation of isolation devices at the top end of the columns. The constraints of the beam-column joints were significantly weakened, resulting in a decrease in the overall lateral stiffness and an increase in the structural lateral displacement. The introduction of the isolation device effectively reduces the internal force and seismic damage of the frame column; however, the tensile damage to the isolation structure, such as the roof, bottom plate, and sidewall, significantly increased compared to those of the non-isolation structure. Although the relative slip of the ESB remains within a controllable range under strong earthquake excitation as well as frame columns with stable vertical support and self-restoration functions, the LRB shows a better performance during seismic failure and better lateral displacement response of the unequal-span underground structure. The analysis results provide new ideas and references for promoting the application of seismic isolation technology in underground structures.     

近断层地震动下摇摆-自复位桥墩连续梁地震反应

为讨论近断层地震动下摇摆-自复位(Rocking Self-Centering, RSC)桥墩连续梁的地震反应及其抗震优缺点。基于OpenSees有限元分析平台讨论了RSC桥墩三维建模方法,通过对6个试验构件的模拟,比较模拟与试验桥墩滞回曲线、预应力筋最大应力等指标,验证了模型准确性。建立设置RSC桥墩和普通钢筋混凝土(Reinforced Concrete, RC)桥墩的上部结构相同的两座连续梁桥,输入3组含有强速度脉冲的近断层地震波进行非线性动力时程分析,对比其抗震性能。结果表明：在0.4 g近断层地震动下,RSC桥墩与普通RC桥墩相比,RSC桥墩的最大位移角为普通RC桥墩的78.1%～97.6%,墩底曲率延性系数仅为普通RC桥墩的24.0%～34.0%,减小了桥墩的最大变形,也减轻了桥墩地震损伤,不利的一点是使用RSC桥墩会导致支座位移增大。RSC桥墩震后的残余位移较小,且预应力筋处于弹性受力阶段,为实现震后桥梁功能的快速恢复提供了条件。     

Large‐scale seismic tests of tall concrete bridge columns with precast segmental construction

Past experimental studies have shown that existing precast segmental concrete bridge columns possess unsatisfactory hysteretic energy dissipation capacity, which is an undesirable feature for applications in seismic regions. In this research, we propose new methods of precast segment construction for tall concrete bridge columns to enhance the columns' hysteretic energy dissipation capacity and lateral strength. This is accomplished by adding bonded mild steel reinforcing bars across the segment joints, strengthening the joint at the base of the column and increasing the height of the base segment (hinge segment). Four large‐scale column specimens were fabricated and tested with lateral cyclic loading in the laboratory. Each specimen consisted of a foundation and 9 or 10 precast column segments. Test results of specimens with the proposed design concepts showed ductile behavior and satisfactory hysteretic energy dissipation capacity. In addition to the experimental study, an analytical study using the finite element method was conducted to understand the bond conditions, strain contours and deformation patterns of the specimens tested. Good agreement was found between the experimental observations and the results of the calibrated analytical study. Copyright © 2008 John Wiley & Sons, Ltd.     

Effect of seismic design details on hysteresis performance of SRC-RC transfer columns

Four types of seismic design details were tested using 11 transfer column specimens and one comparison specimen of RC under low cyclic reversed loading. Test results show that diagonal cracks control the failure pattern and damage occurs mainly in the RC section with weak shear capacity in the transfer columns. There is a large difference in the bearing capacity and ductility of the transfer columns according to the test results, which indicates that the strengthening effect of diverse structural measures is quite different. The section ratio of I-section-encased steel and the axial compression ratio also have a great influence on the bearing capacity and ductility. Although the bearing capacity of transfer columns with additional longitudinal bars and additional X bars is relatively large, they have poor deformation capacity. Setting more stirrups along the columns is the best structural measure to enhance the seismic performance. The studs on the I-sectionencased steel by welding can help to complete the stress transfer between the steel and concrete, and avoid performance degradation of the two materials due to bonding failure.     

设计变截面交叉柔性力学的模型在装配式钢构建筑梁柱预应力中的分析

为了提高装配式钢构建筑梁柱的抗震性能,设计一种变截面交叉柔性力学模型进行截面抗震性的预应力评估。方法中采用极限承载力约束进行抗震性分析,引入抗弯刚度软化系数进行误差修正,求出钢构建筑梁柱的荷载作用力矩,通过应力评估和结构解耦性设计,实现钢构建筑梁柱的抗震性评估。构建以钢材强度、延性指标和钢框架地震易损特征为约束参量的抗震性能分析函数,建立装配式钢构建筑梁柱开裂初始预应力预测方法,实现装配式钢构建筑梁柱预应力的准确评估。试验结果表明,所提模型能够对装配式钢构建筑梁柱的应力应变关系、屈服强度以及极限承载力进行准确计算,提高配式钢构建筑梁柱的抗震性能。     

既有大跨度混凝土拱桥震害机理分析

以汶川地震中遭到严重破坏的金花大桥作为工程实例,基于现场震害调查资料和数值分析来研究金花大桥地震破坏机理。现场震害调查发现,金花大桥震害主要集中在主拱肋和拱上立柱,表现为混凝土开裂和拱上立柱环向裂缝等。数值分析结果表明,在地震荷载作用下主拱肋的拱脚截面抗弯能力比地震需求小,会出现弯曲破坏,拱顶截面抗震能力满足抗震需求;8#拱上立柱在柱底会发生弯曲开裂。数值分析结果与震害调查具有一致性,可为大跨度拱桥抗震设计提供参考。     

基于IDA的高墩大跨桥梁地震易损性分析

针对目前我国桥梁抗震设计规范仅适用于墩高40m以下规则桥梁的现状,以一常见山区高墩大跨连续刚构桥为研究对象,采用IDA方法分析了桥梁结构在15条地震动下的动态响应,得到桥墩各截面在所有地震动作用下的曲率包络图。以高墩最不利截面的材料损伤应变所对应的截面曲率为损伤指标,结合能力需求比对数回归分析,计算了高墩在不同损伤状态下的破坏概率,建立了墩柱易损性曲线,同时还建立了梁端支座的易损性曲线。基于联合失效概率分析方法,形成了桥梁系统易损性曲线。分析结果表明:薄壁空心墩连续刚构桥在强地震作用下高墩发生破坏的部位主要集中在墩顶和墩底区域;墩柱发生完全破坏的概率极小,但桥台处梁端活动支座的地震损伤概率较高;桥梁系统损伤概率能够更加准确地反映高墩大跨桥梁的真实抗震性能。     

基于动力BNWF法的冻土-桩相互作用模型研究

基于水平循环荷载作用下不同负温冻土环境中单桩动力特性模型试验结果,在已有分析桩-土-结构相互作用的动力BNWF模型的基础上,提出改进的冻土-桩基动力相互作用非线性反应分析模型。在该模型中,利用改进的双向无拉力多段屈服弹簧考虑桩侧冻土的水平非线性力学特性,同时兼顾桩侧与冻土间的竖向非线性摩擦效应、桩尖土的挤压与分离作用以及远场土体阻尼对桩基动力特性的影响。其中桩侧水平多段屈服弹簧参数根据冻土非线性p-y关系获得,该关系曲线以三次函数曲线段及常值函数段共同模拟,并由室内冻土压缩试验结果确定。最后基于改进的动力BNWF模型,提取动位移荷载作用下该桩顶力-位移滞回曲线及桩身不同埋深处的弯矩动响应数值分析结果,并与相应的模型试验结果对比,二者具有较好的拟合度,表明本文所提出的改进模型在分析冻土-桩动力相互作用时有较好的适用性。     

基于IDA的套箍加固拱上立柱抗震性能评估

以德阳金花大桥为工程实例,结合拱上立柱的实际震害,利用地震作用下的非线性计算模型,建立基于IDA的钢筋混凝土套箍加固拱上立柱抗震性能评估分析方法.通过分析表明,剪跨比对拱上立柱的抗震性能影响显著,高剪跨比立柱抗震性能相对较差,在地震作用下拱上立柱为易损构件;套箍加固拱上立柱的抗震性能提高明显,易损性显著降低,延性亦有一...     

近断层地震动下设置BRB的双向减隔震桥梁地震反应

在近断层地震动下桥梁结构将发生较大反应,减隔震设计是减轻地震损伤的重要手段。提出了在桥梁双柱墩横桥向设置防屈曲支撑(BRB),在纵桥向设置铅芯橡胶支座(LRB)的双向减隔震体系。利用Midas Civil软件建立3种不同减隔震方式的桥梁结构模型:LRB仅单向,LRB双向与LRB联合BRB,运用非线性时程分析方法计算了桥墩反应(墩顶侧移角、残余位移角和曲率延性)、LRB支座变形和BRB的耗能特性等。结果表明:在近断层地震动输入下联合设置LRB和BRB的双向减隔震桥梁减震效果明显,相比其它2种方式,能有效降低墩柱的塑性变形及起到保护桥墩的作用。在横桥向,桥墩最大侧移角、残余位移角和最大曲率延性系数都显著降低。     

减隔震桥梁设计方法及抗震性能研究综述

桥梁作为交通系统中的生命线工程,其抗震性能问题尤为重要。桥梁减隔震技术主要通过减隔震装置来降低结构的地震损伤,目前已发展成为提高强震区桥梁抗震能力的重要措施。为促进减隔震技术在中国桥梁工程领域的进一步发展,首先总结减隔震桥梁的设计方法,归纳其地震反应和震害情况,对采用不同减隔震装置桥梁的非线性动力性能、减隔震效果、地震随机响应、易损性及性能优化方法等研究情况进行梳理;其次,概述减隔震技术在斜交桥、曲线桥及铁路桥梁中的应用情况与研究进展,并介绍新型韧性抗震设计理念在桥梁工程领域中的应用情况和发展前景;最后,总结减隔震桥梁的试验研究情况,指出目前减隔震桥梁研究中的不足和发展趋势。     

强柱系数基于结构易损性的抗震性能评估

增大柱端抗弯承载力是抗震"能力设计"措施中引导钢筋混凝土框架结构形成梁铰型有利耗能机构的关键措施。本文以6层确定性钢筋混凝土框架结构为分析对象,通过结构易损性分析评估了不同强柱系数取值对钢筋混凝土框架结构抗震性能的影响。结构易损性分析表明增大柱端抗弯承载力是改善结构抗震性能的有效措施,增大强柱系数提高了结构的变形能力,使不同破坏极限状态之间形成较大的"梯度",对防止强烈地震作用下结构的突然倒塌提供了预示。结构易损性曲线对评估结构抗震性能、选用合适的目标强柱系数提供了量化标准。