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1.
本文主要对增量动力弹塑性分析(IDA)方法的两个方面作了改进:(1)以增量动力弹塑性分析方法的基本原理为基础,以快速非线性时程分析(FNA)方法为计算工具,形成快速增量动力弹塑性分析(FIDA)方法。(2)仅以IDA分析结果为基础,建立地震易损性曲线及地震破坏概率计算的离散型式。为了校验本文方法的可行性与有效性,应用增量动力弹塑性分析、模态增量动力弹塑性分析与快速增量动力弹塑性分析计算一个14层筒中筒结构试验模型,比较了用上述三种方法的计算误差与计算效率,比较了传统方法与本文方法计算该模型结构的地震易损性曲线的差别。 相似文献
2.
为了评估不同抗震设防烈度区建筑结构震害风险，即场地地震危险性与结构地震易损性的卷积，本文以典型框架结构为例，对其震害风险进行研究。依据抗震设计规范，分别按照6度、7度和8度设计3个3跨10层框架结构模型，采用动力增量分析方法（Incremental Dynamic Analysis，IDA）对其进行地震易损性分析。同时，基于我国地震烈度概率分布特点，应用MATLAB软件生成符合极值Ⅲ型分布的地震烈度，并将其转化为地震加速度峰值，联合地震易损性结果评估模型震害风险。通过划分震害风险等级，为建筑结构抗震防灾对策的制定提供借鉴。 相似文献
3.
Inelastic seismic demand estimation of wood-frame houses subjected to mainshock-aftershock sequences
An active aftershock sequence, triggered by a large mainshock, can cause major destruction to urban cities. It is important to quantify the aftershock effects in terms of nonlinear responses of realistic structural models. For this purpose, this study investigates the aftershock effects on seismic fragility of conventional wood-frame houses in south-western British Columbia, Canada, using an extensive set of real mainshock-aftershock earthquake records. For inelastic seismic demand estimation, cloud analysis and incremental dynamic analysis are considered. A series of nonlinear dynamic analyses are carried out by considering different seismic input cases and different analysis approaches. The analysis results indicate that consideration of aftershocks leads to 5–20 % increase of the median inelastic seismic demand curves when a moderate degree of structural response is induced. The findings of this investigation facilitate the extension of the existing approaches for inelastic seismic demand estimation to incorporate the aftershock effects. 相似文献
4.
Evaluation of a recently proposed record selection and scaling procedure for low‐rise to mid‐rise reinforced concrete buildings and its use for probabilistic risk assessment studies 
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下载免费PDF全文 This paper evaluates a recent record selection and scaling procedure of the authors that can determine the probabilistic structural response of buildings behaving either in the elastic or post‐elastic range. This feature marks a significant strength on the procedure as the probabilistic structural response distribution conveys important information on probability‐based damage assessment. The paper presents case studies that show the utilization of the proposed record selection and scaling procedure as a tool for the estimation of damage states and derivation of site‐specific and region‐specific fragility functions. The method can be used to describe exceedance probabilities of damage limits under a certain target hazard level with known annual exceedance rate (via probabilistic seismic hazard assessment). Thus, the resulting fragility models can relate the seismicity of the region (or a site) with the resulting building performance in a more accurate manner. Under this context, this simple and computationally efficient record selection and scaling procedure can be benefitted significantly by probability‐based risk assessment methods that have started to be considered as indispensable for developing robust earthquake loss models. Copyright © 2013 John Wiley & Sons, Ltd. 相似文献
5.
增量动力分析（IDA）作为动力形式的静力推覆法，被广泛应用于建筑结构的抗震能力分析和性能评估中，但其在土建筑遗址地震易损性分析中的应用甚少。基于IDA方法尝试对交河故城塔林区金刚宝座式塔土建筑遗址进行在地震作用下的易损性和抗震能力分析，以谱加速度Sa（T1，5%）作为地震动强度指标，最大层间位移角θmax作为结构损伤指标进行IDA分析，得到土建筑遗址在一系列调幅地震动作用下的IDA曲线、地震需求概率模型和易损性曲线，计算出模型的倒塌率和CMR值。通过以上分析得出金刚宝座式塔的易损性和抗震能力，为今后土建筑遗址抗震保护提供理论基础和分析思路。 相似文献
6.
Different performance levels may be obtained for sideway collapse evaluation of steel moment frames depending on the evaluation procedure used to handle uncertainties. In this article, the process of representing modelling uncertainties, record to record (RTR) variations and cognitive uncertainties for moment resisting steel frames of various heights is discussed in detail. RTR uncertainty is used by incremental dynamic analysis (IDA), modelling uncertainties are considered through backbone curves and hysteresis loops of component, and cognitive uncertainty is presented in three levels of material quality. IDA is used to evaluate RTR uncertainty based on strong ground motion records selected by the k-means algorithm, which is favoured over Monte Carlo selection due to its time saving appeal. Analytical equations of the Response Surface Method are obtained through IDA results by the Cuckoo algorithm, which predicts the mean and standard deviation of the collapse fragility curve. The Takagi-Sugeno-Kang model is used to represent material quality based on the response surface coefficients. Finally, collapse fragility curves with the various sources of uncertainties mentioned are derived through a large number of material quality values and meta variables inferred by the Takagi-Sugeno-Kang fuzzy model based on response surface method coefficients. It is concluded that a better risk management strategy in countries where material quality control is weak, is to account for cognitive uncertainties in fragility curves and the mean annual frequency. 相似文献
7.
Matjaz Dolsek 《地震工程与结构动力学》2009,38(6):805-825
Incremental dynamic analysis (IDA) has been extended by introducing a set of structural models in addition to the set of ground motion records which is employed in IDA analysis in order to capture record‐to‐record variability. The set of structural models reflects epistemic (modeling) uncertainties, and is determined by utilizing the latin hypercube sampling (LHS) method. The effects of both aleatory and epistemic uncertainty on seismic response parameters are therefore considered in extended IDA analysis. The proposed method has been applied to an example of the four‐storey‐reinforced concrete frame, for which pseudo‐dynamic tests were performed at the ELSA Laboratory, Ispra. The influence of epistemic uncertainty on the seismic response parameters is presented in terms of summarized IDA curves and dispersion measures. The results of extended IDA analysis are compared with the results of IDA analysis, and the sensitivity of the seismic response parameters to the input random variable using the LHS method is discussed. It is shown that epistemic uncertainty does not have significant influence on the seismic response parameters in the range far from collapse, but could have a significant influence on collapse capacity. Copyright © 2008 John Wiley & Sons, Ltd. 相似文献
8.
The seismic performance of conventional wood‐frame structures in south‐western British Columbia is analytically investigated through incremental dynamic analysis by utilizing available UBC‐SAWS models, which were calibrated based on experimental test results. To define an adequate target response spectrum that is consistent with information from national seismic hazard maps, record selection/scaling based on the conditional mean spectrum (CMS) is implemented. Furthermore, to reflect complex seismic hazard contributions from different earthquake sources (i.e. crustal events, interface events, and inslab events), we construct CMS for three earthquake types, and use them to select and scale an adequate set of ground motion records for the seismic performance evaluation. We focus on the impacts of adopting different record selection criteria and of using different shear‐wall types (Houses 1–4; in terms of seismic resistance, House 1>House 2>House 3>House 4) on the nonlinear structural response. The results indicate that the record selection procedures have significant influence on the probabilistic relationship between spectral acceleration at the fundamental vibration period and maximum inter‐story drift ratio, highlighting the importance of taking into account response spectral shapes in selecting and scaling ground motion records. Subjected to ground motions corresponding to the return period of 2500 years, House 1 is expected to experience very limited extent of damage; Houses 2 and 3 may be disturbed by minor damage; whereas House 4 may suffer from major damage occasionally. Finally, we develop statistical models of the maximum inter‐story drift ratio conditioned on a seismic intensity level for wood‐frame houses, which is useful for seismic vulnerability assessment. Copyright © 2010 John Wiley & Sons, Ltd. 相似文献
9.
During a mainshock-aftershock (MSAS) sequence, there is no time to retrofit structures that are damaged by a mainshock; therefore, aftershocks could cause additional damage. This study proposes a new approach to develop state-dependent fragility curves using real MSAS records. Specifically, structural responses before and after each event of MSAS sequences are used to obtain statistical relationships among the engineering demand parameter prior to the seismic event (pre-EDP), the intensity measure of the seismic event (IM), and the engineering demand parameter after the seismic event (post-EDP). The developed fragility curves account for damage accumulation, providing the exceeding probability of damage state (DS) given the IM of the event and the DS of the structure prior to the seismic excitation. The UBC-SAWS model, which was developed for wood-frame houses in British Columbia, Canada, is considered as a case study application. Results indicate that for the examined structural typology, state-dependent fragility curves based on residual interstorey drift ratio (pre-EDP), peak ground velocity (IM), and maximum inter-storey drift ratio (post-EDP) are the best choice to characterise the cumulative damage effect. An illustration of the developed fragility curves is provided by considering a hypothetical MSAS scenario of a Mw 9.0 Cascadia mainshock triggering a Mw 6.0 crustal event in the Leech River fault, affecting wooden houses in Victoria, Canada. The MSAS scenario increases Yellow tags (restricted access) by 12.3% and Red tags (no access) by 4.8%. 相似文献
10.
Megathrust earthquake sequences, comprising mainshocks and triggered aftershocks along the subduction interface and in the overriding crust, can impact multiple buildings and infrastructure in a city. The time between the mainshocks and aftershocks usually is too short to retrofit the structures; therefore, moderate‐size aftershocks can cause additional damage. To have a better understanding of the impact of aftershocks on city‐wide seismic risk assessment, a new simulation framework of spatiotemporal seismic hazard and risk assessment of future M9.0 sequences in the Cascadia subduction zone is developed. The simulation framework consists of an epidemic‐type aftershock sequence (ETAS) model, ground‐motion model, and state‐dependent seismic fragility model. The spatiotemporal ETAS model is modified to characterise aftershocks of large and anisotropic M9.0 mainshock ruptures. To account for damage accumulation of wood‐frame houses due to aftershocks in Victoria, British Columbia, Canada, state‐dependent fragility curves are implemented. The new simulation framework can be used for quasi‐real‐time aftershock hazard and risk assessments and city‐wide post‐event risk management. 相似文献
11.
以某典型的20层钢筋混凝土框架剪力墙结构作为研究对象，研究基于性能的RC框架剪力墙结构易损性分析方法。首先选择合适的地震动记录，以0.2g为步长进行调幅后，建立300个结构-地震动样本空间，并确定结构损伤指标和性能参数；然后应用增量动力分析方法计算结构的地震动力响应，选择基本周期加速度反应谱为地震动参数，以研究结构反应的不确定性，并深入分析地震动参数与结构地震需求参数的关系；在此基础上，建立该结构基于加速度反应谱的易损性曲线进行结构易损性分析与评估。结果表明：随着地震动强度的增大，IDA曲线由单调增加变为非单调增加，分位曲线（16%，50%和84%）可以准确地衡量结构的性能；框剪结构在地震作用下的抗震性能表现良好，随着地震强度的增长，各性能超越概率大小的增长速度是不同的。 相似文献
12.
13.
This study explores seismic performance of steel frame buildings with SMA-based self-centering bracing systems using a probabilistic approach. The self-centering bracing system described in this study relies on superelastic response of large-diameter cables. The bracing systems is designed such that the SMA cables are always stressed in tension. A four-story steel frame building characterized until collapse in previous research is selected as a case-study building. The selected steel frame building is designed with SMA bracing systems considering various design parameters for SMA braces. Numerical models of these buildings are developed by taking into account the ultimate state of structural components and SMA braces as well as the effect of gravity frames on lateral load resistance. Nonlinear static analyses are conducted to assess the seismic characteristics of each frame and to examine the effect of SMA brace failure on the seismic load carrying capacity of SMA-braced frames. Incremental dynamic analyses (IDA) are performed to compute seismic response of the designed frames at various seismic intensity levels. The results of IDA are used to develop probabilistic seismic demand models for peak inter-story and residual inter-story drifts. Seismic demand hazard curves of peak and residual inter-story drifts are generated by convolving the ground motion hazard with the probabilistic seismic demand models. Results show that steel frames designed with SMA bracing systems provide considerably lower probability of reaching at a damage state level associated with residual drifts compared to a similarly designed steel moment resisting frame, especially for seismic events with high return periods. This indicates reduced risks for the demolition and collapse due to excessive residual drifts for SMA braced steel frames. 相似文献
14.
机房是移动通信基站的重要组成部分，其地震易损性将决定基站在震后的功能状态，即基站所辖范围内的移动通信服务在震后是否可以正常使用。在对我国北方某市典型落地通信基站机房进行实地考察的基础上，确定了影响机房地震后使用功能的重要设施（即基站板房、内部走线架、通信机柜和蓄电池组）；随后采用有限元软件ABAQUS分别建立了这些设施的数值模型，通过Pushover分析确定了每种设施的损伤模式、损伤水平评价指标及其数值；通过IDA分析得到了每种设施的抗震性能，并通过对IDA分析结果的统计得到了这些重要设施的地震易损性曲线；最后，给出了基于故障树模型的典型通信基站机房震后功能评估的方法。该工作将作为基本环节用于城市及地区移动通信系统的地震后功能状态评估与预测。 相似文献
15.
关键移动通信设备的地震易损性是城市移动通信系统地震灾害预测的基础。本文以移动通信系统节点机房中常用的蓄电池组作为研究对象，通过振动台试验来研究蓄电池组的抗震性能，并获得其地震易损性。试验过程中，首先采用FEMA P695建议的方法从美国PEER强震数据库中遴选出对蓄电池组较为危险的地震动记录作为试验激励，随后逐步增大各条地震动记录的幅值，基于振动台进行增量动力分析。试验后根据蓄电池组的地震损伤特征，定义了其损伤指标和损伤水平，并基于振动台试验数据分析获得了典型蓄电池组的地震易损性曲线。 相似文献
16.
A performance-based adaptive methodology for the seismic evaluation of multi-span simply supported deck bridges 总被引：1，自引：1，他引：0
Donatello Cardone Giuseppe Perrone Salvatore Sofia 《Bulletin of Earthquake Engineering》2011,9(5):1463-1498
A performance-based adaptive methodology for the seismic assessment of highway bridges is proposed. The proposed methodology
is based on an Inverse (I), Adaptive (A) application of the Capacity Spectrum Method (CSM), with the capacity curve of the
bridge derived through a Displacement-based Adaptive Pushover (DAP) analysis. For this reason, the acronym IACSM is used to
identify the proposed methodology. A number of Performance Levels (PLs), for which the seismic vulnerability and seismic risk
of the bridge shall be evaluated, are identified. Each PL is associated to a number of Damage States (DSs) of the critical
members of the bridge (piers, abutments, joints and bearing devices). The IACSM provides the earthquake intensity level (PGA)
corresponding to the attainment of the selected DSs, using over-damped elastic response spectra as demand curves. The seismic
vulnerability of the bridge is described by means of fragility curves, derived based on the PGA values associated to each
DS. The seismic risk of the bridge is evaluated as convolution integral of the product between the fragility curves and the
seismic hazard curve of the bridge site. In this paper, the key aspects and basic assumptions of the proposed methodology
are presented first. The IACSM is then applied to nine existing simply supported deck bridges, characterized by different
types of piers and bearing devices. Finally, the IACSM predictions are compared with the results of nonlinear response time-history
analysis, carried out using a set of seven ground motions scaled to the expected PGA values. 相似文献
17.
Site dependence and record selection schemes for building fragility and regional loss assessment 总被引：1，自引：0，他引：1 下载免费PDF全文
下载免费PDF全文 When performing loss assessment of a geographically dispersed building portfolio, the response or loss (fragility or vulnerability) function of any given archetype building is typically considered to be a consistent property of the building itself. On the other hand, recent advances in record selection have shown that the seismic response of a structure is, in general, dependent on the nature of the hazard at the site of interest. This apparent contradiction begs the question: Are building fragility and vulnerability functions independent of site, and if not, what can be done to avoid having to reassess them for each site of interest? In the following, we show that there is a non‐negligible influence of the site, the degree of which depends on the intensity measure adopted for assessment. Employing a single‐period (e.g., first‐mode), spectral acceleration would require careful record selection at each site and result to significant site‐to‐site variability of the fragility or vulnerability function. On the other hand, an intensity measure comprising the geometric mean of multiple spectral accelerations considerably reduces such variability. In tandem with a conditional spectrum record selection that accounts for multiple sites, it can offer a viable approach for incorporating the effect of site dependence into fragility and vulnerability estimates. Copyright © 2017 John Wiley & Sons, Ltd. 相似文献
18.
基于IDA的高墩大跨桥梁地震易损性分析 总被引：2，自引：0，他引：2
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。 相似文献
19.
型钢混凝土框架结构基于增量动力分析的抗震性能评估 总被引：1，自引：0，他引：1
增量动力分析(IDA)是进行结构抗震性能评估的一种有效方法。根据IDA方法的原理和特点,提出用其评估型钢混凝土(SRC)结构在不同强度地震作用下变形和延性能力的具体步骤,并将结构不同性能水平极限状态和IDA曲线的斜率联系起来,结合现有试验确定各性能水准对应的曲线斜率下降幅值。在所提混凝土和钢材本构模型的基础上,采用IDA方法对一规则SRC框架结构进行分析,研究结构在各性能水平的层间位移角和延性分布情况,单条和多条地震记录的IDA曲线表明,SRC框架在多条地震记录下均具有良好的抗震性能。 相似文献
20.
Existing buildings can be at a greater seismic risk due to non-conformance to current design codes and may require structural retrofitting to improve building performance. The performance of buildings is measured in terms of immediate consequences due to direct damage, but the continuing impacts related to recovery are not considered in seismic retrofit assessment. This paper introduces a framework of retrofit selection based on the seismic resilience of deficient buildings retrofitted with the conventional mitigation approaches. The assembly-based methodology is considered for the seismic resilience assessment by compiling a nonlinear numerical model and a building performance model. The collapse fragility is developed from the capacity curve, and the resulting social, economic, and environmental consequences are determined. The seismic resilience of a building is assessed by developing a downtime assessment methodology incorporating sequence of repairs, impeding factors, and utility availability. Five functionality states are developed for the building functionality given investigated time interval, and a functionality curve for each retrofit is determined. It is concluded that seismic resilience can be used as a performance indicator to assess the continuing impacts of a hazard for the retrofit selection. 相似文献