共查询到19条相似文献，搜索用时 140 毫秒
1.
以位于Ⅷ度区(0.3 g)的某多塔钢筋混凝土(Reinforced Concrete, RC)框架建筑为研究对象，对其进行了大底盘隔震设计，研究了在设防、罕遇地震作用下3个塔楼的动力响应，并基于韧性评价标准对该隔震方案展开了2个地震水准下的抗震韧性评价。结果表明：隔震后结构基本周期延长至原来的3倍，降低了地震作用，有效控制了上部结构的地震响应。楼面绝对加速度的显著控制基本消除了加速度敏感型非结构构件的损伤。结构构件以及位移敏感型非结构构件的修复费用主导了建筑的修复费用。建筑的修复时间由阶段Ⅰ中结构构件的修复时间控制，此隔震方案下建筑的抗震韧性等级达到了三星。 相似文献
2.
建筑结构响应是有效反映结构动力特性的最直接参数,开展结构动力响应实时监测可为结构抗震韧性评估提供准确的地震动输入。本文基于非结构构件损失构建结构抗震韧性评估方法,研究确定位移敏感型和加速度敏感型非结构构件的易损性模型。选择某六层钢筋混凝土框架结构进行实时监测系统建设,基于监测数据开展结构抗震韧性评估。通过构建建筑信息模型（BIM）,并在有限元分析软件OpenSees中建立结构弹塑性分析模型,利用实时监测数据实现结构模型更新,直至监测数据与模型分析结果一致。由于实时监测数据峰值较低,结构不会发生塑性变形,因此选择10条双向非脉冲地震动模拟实时监测地震记录。根据层间位移角和楼面加速度分布,开展结构功能损失评估,得到该建筑结构的抗震韧性得分。分析表明,该结构抗震性能较好,在遭受地震破坏后,会发生非结构构件脱落,需要采取有效措施进一步提升建筑抗震韧性水平。 相似文献
3.
在地震作用下,抗震支吊架理应保障建筑机电工程设施和管道系统均具备良好的服役性能。因此,对抗震支吊架的抗震性能进行检测至关重要。本文以某典型地下室抗震支吊架为对象开展了顺管向地震模拟振动台试验,通过多工况试验对比分析了不同支吊架的位移和加速度的地震响应。试验结果表明:抗震支吊架显著降低了管道位移,减振率最高可达到96%,但对于加速度响应的抑制作用较小。易损性分析表明:采用成品支吊架时,管道系统在遭受相当于设防烈度的地震作用时会发生严重损伤,而采用抗震支吊架的管道系统能够保全其功能。 相似文献
4.
5.
三层地铁车站振动台试验分析 总被引：3，自引：0，他引：3
为了探究多层地下结构地震破坏机理,进行了三层地铁车站振动台试验.试验采用微粒混凝土模型,严格按照相似比和配筋率对模型进行加筋配置.填土采用哈尔滨地铁施工挖掘出的扰动土.装土箱采用自主研制的层叠剪切箱以减小边界效应.通过对试验加速度和应变的分析可得到以下主要结论:(1)地下结构在地震中的破坏,主要是由位移控制的;(2)多... 相似文献
6.
现阶段基于性能的抗震设计思想不仅关注结构自身体系的安全,而且保护非结构构件在地震作用下使用功能完好。对于工业建筑结构,生产设备在地震作用下受损会影响震后功能恢复。加速度敏感型非结构构件一般采用楼层加速度指标来量化其地震损伤程度。以三个不同高度的钢抗弯框架规则结构体系为研究对象,采用与竖向目标谱匹配的近断层非脉冲和脉冲地震动作为竖向地震输入,考察不同质量不规则程度下,楼层竖向绝对加速度随建筑高度的变化趋势,并从反应谱角度分析不规则质量分布对楼层加速度响应的影响。结果表明:4层结构在非脉冲地震作用下楼层顶层处竖向绝对加速度是地面竖向峰值加速度的5倍之多,某一层质量的突变会引起该层及其他楼层竖向绝对加速度的明显变化。另外,对现有计算楼层竖向加速度响应的经验公式进行验证,发现美国ASCE 7-16规范的估计结果偏于保守。 相似文献
7.
为研究埋地管道在地震激励时管-土相互作用的动力响应问题,研发双向层状剪切连续体模型土箱,建立管G土相互作用有限元分析模型,对横向非一致地震激励下埋地管道地震响应进行数值模拟分析,并与试验结果进行对比.结果表明:数值模拟和振动台试验结果中的管道应变峰值均呈现出沿管道中间大两端小的现象,管道中间应变峰值最小达到两端的1．6倍左右;管道加速度、 土体加速度峰值均随着加载等级的提高而增大,涨幅愈加明显,多峰频率由0~10Hz逐渐向10~ 20Hz频域扩散,管道运动更为自由;土体位移随着加载等级的提高呈现逐级增大的现象,在加载等级增加到0．4g 时位移曲线斜率减小,土体非线性表现明显.数值模拟和振动台试验对比分析的结论表明数值模拟分析的合理性和试验结果的可靠性,为研究横向非一致激励对埋地管道地震响应的影响提供了依据. 相似文献
8.
以实际港珠澳大跨度连续梁隔震桥为研究对象,采用纤维塑性铰单元模拟钢筋混凝土桥墩的非线性状态,建立其三维全桥有限元模型,对隔震及非隔震桥梁进行时程分析,采用桥墩曲率延性比和支座极限容许位移作为桥梁损伤破坏指标,定量评价隔震及非隔震桥梁在罕遇和极罕遇地震作用下的抗震性能,探讨隔震桥梁和非隔震桥梁的破坏模式;并研究材料非线性对桥梁结构地震响应的影响。研究结果表明：是否考虑材料非线性,对非隔震桥梁结构地震响应影响较大,对隔震桥梁影响较小;强震下隔震桥梁抗震性能明显高于非隔震桥梁,且破坏模式也不同于非隔震桥梁;隔震桥梁很好地保护桥墩构件,桥墩未发生任何损伤,而非隔震桥梁其桥墩在极罕遇地震作用时进入了严重破坏状态,且桥墩构件先于盆式支座发生损伤破坏。 相似文献
9.
《地震工程与工程振动》2021,41(5)
文中以新型预制装配+现浇钢筋混凝土箱型框架式地铁地下车站结构为研究对象,考虑预制构件与现浇构件的叠合作用与连接设计,建立了土-地连墙-地下结构非线性静动力耦合相互作用有限元模型,通过与传统现浇式车站结构的层间位移角、结构加速度和地震损伤的对比分析,探明了该部分预制装配式地铁地下车站结构的整体抗震性能水平。结果表明:由于预制装配式构件采用高标号混凝土,使得预制装配+现浇钢筋混凝土箱型框架式地铁地下车站结构的整体抗震性能明显优于对应的传统非装配现浇式车站结构;同时,输入具有明显低频振动特性的地震动时车站结构的地震反应最为强烈;预制+现浇叠合构件的横截面上,现浇部分混凝土的地震损伤明显大于同截面预制部分混凝土的地震损伤。 相似文献
10.
研究以某同高宽比弹塑性隔振建筑结构为工程实例,采用SAP2000软件构建了同高宽比弹塑性隔振建筑结构的有限元模型,并进行了模型材料和相应参数选取;在此基础上,利用循环侧推分析隔振建筑结构中各构件的内力及变形情况,建立隔震建筑结构损失模型,同时为了提高其抗震性评估精准度,采用动力弹塑性顶层位移情况反应隔震建筑结构的抗震性能。工程实例分析结果表明,普通建筑结构主要控制层间位移响应,无论是在8度频发地震作用下还是在8度特大地震作用下,隔震建筑结构的顶部加速度响应均远远小于普通建筑结构,且仍然处于完全弹性工作状态,结构构件并未发生破坏,保证了建筑内部人们的生命财产安全,同时便于震后快速修复,相比于普通建筑结构,同高宽比弹塑性隔振建筑结构的抗震性能更优。 相似文献
11.
The maintenance of integrity and functionality of nonstructural components during earthquake excitations is of paramount importance since mechanical failure of those systems can have dramatic consequences in terms of property damage and life safety of the buildings' occupants. This paper explores the dynamic response of nonstructural elements attached on multistory buildings with well‐established floor diaphragm action. Depending on the type of support conditions, seismic response of nonstructural components may be controlled either by acceleration or displacement: Nonstructural components that are subjected to uniform support excitation are controlled primarily by the absolute spectral acceleration developing at their point of attachment on the supporting building. On the contrary, seismic response of multiply supported nonstructural components depends primarily on the relative displacements between successive support points that are imposed by the supporting building during lateral sway. These findings are illustrated from the analytical formulation and its solution through time history analysis of the governing dynamic equation of motion of the primary and secondary components of a system modeled using finite elements. The model encompasses the assembly of a multistory building along with a multiply supported gas pipeline network. It is shown that the dependence of the seismic response of nonstructural components may be linked to the deformed shape of the supporting building at the state of its maximum lateral roof displacement, thereby enabling the definition of design procedures for these systems. Copyright © 2014 John Wiley & Sons, Ltd. 相似文献
12.
With the development and implementation of performance-based earthquake engineering, harmonization of performance levels between structural and nonstructural components becomes vital. Even if the structural components of a building achieve a continuous or immediate occupancy performance level after a seismic event, failure of architectural, mechanical or electrical components can lower the performance level of the entire building system. This reduction in performance caused by the vulnerability of nonstructural components has been observed during recent earthquakes worldwide. Moreover, nonstructural damage has limited the functionality of critical facilities, such as hospitals, following major seismic events. The investment in nonstructural components and building contents is far greater than that of structural components and framing. Therefore, it is not surprising that in many past earthquakes, losses from damage to nonstructural components have exceeded losses from structural damage. Furthermore, the failure of nonstructural components can become a safety hazard or can hamper the safe movement of occupants evacuating buildings, or of rescue workers entering buildings. In comparison to structural components and systems, there is relatively limited information on the seismic design of nonstructural components. Basic research work in this area has been sparse, and the available codes and guidelines are usually, for the most part, based on past experiences, engineering judgment and intuition, rather than on objective experimental and analytical results. Often, design engineers are forced to start almost from square one after each earthquake event: to observe what went wrong and to try to prevent repetitions. This is a consequence of the empirical nature of current seismic regulations and guidelines for nonstructural components. This review paper summarizes current knowledge on the seismic design and analysis of nonstructural building components, identifying major knowledge gaps that will need to be filled by future research. Furthermore, considering recent trends in earthquake engineering, the paper explores how performance-based seismic design might be conceived for nonstructural components, drawing on recent developments made in the field of seismic design and hinting at the specific considerations required for nonstructural components. 相似文献
13.
Performance-based seismic design of nonstructural building components:The next frontier of earthquake engineering 总被引：1，自引：1，他引：0
With the development and implementation of performance-based earthquake engineering,harmonization of performance levels between structural and nonstructural components becomes vital. Even if the structural components of a building achieve a continuous or immediate occupancy performance level after a seismic event,failure of architectural,mechanical or electrical components can lower the performance level of the entire building system. This reduction in performance caused by the vulnerability of nonstructural components has been observed during recent earthquakes worldwide. Moreover,nonstructural damage has limited the functionality of critical facilities,such as hospitals,following major seismic events. The investment in nonstructural components and building contents is far greater than that of structural components and framing. Therefore,it is not surprising that in many past earthquakes,losses from damage to nonstructural components have exceeded losses from structural damage. Furthermore,the failure of nonstructural components can become a safety hazard or can hamper the safe movement of occupants evacuating buildings,or of rescue workers entering buildings. In comparison to structural components and systems,there is relatively limited information on the seismic design of nonstructural components. Basic research work in this area has been sparse,and the available codes and guidelines are usually,for the most part,based on past experiences,engineering judgment and intuition,rather than on objective experimental and analytical results. Often,design engineers are forced to start almost from square one after each earthquake event: to observe what went wrong and to try to prevent repetitions. This is a consequence of the empirical nature of current seismic regulations and guidelines for nonstructural components. This review paper summarizes current knowledge on the seismic design and analysis of nonstructural building components,identifying major knowledge gaps that will need to be filled by future research. Furthermore,considering recent trends in earthquake engineering,the paper explores how performance-based seismic design might be conceived for nonstructural components,drawing on recent developments made in the field of seismic design and hinting at the specific considerations required for nonstructural components. 相似文献
14.
The achievement of adequate performance objectives for buildings under increasing seismic intensities is not only related to the performance of structural members but also to the behavior of nonstructural elements. The need to properly design nonstructural elements for earthquakes has been largely demonstrated in the last few years and has become an important objective within the earthquake engineering community. A crucial aspect in the proper design of nonstructural elements is the definition of the seismic demand in terms of both absolute acceleration and relative displacement floor response spectra. In the first part of this study, relative displacement and absolute acceleration floor response spectra were computed for four reinforced concrete moment-resisting archetype frames via dynamic time-history analyses and were compared with floor response spectra predicted by means of two recent simplified methodologies available in the literature. It was observed that one of the existing methodologies is generally unable to predict consistent absolute acceleration and relative displacement floor response spectra. An improved procedure is developed for estimating consistent floor response spectra for building structures subjected to low and medium-high seismic intensities. This new procedure improves the predictions of a relative displacement floor response spectrum by constraining its ordinates at long nonstructural periods to the expected peak absolute displacement of the floor. The resulting acceleration and relative displacement response spectra are then consistently related by the well-known pseudo-spectral relationship over the entire nonstructural period range. The effectiveness of the proposed methodology was appraised against floor response spectra computed from nonlinear time-history analyses. 相似文献
15.
Seismic demand on light acceleration‐sensitive nonstructural components in European reinforced concrete buildings 
下载免费PDF全文
下载免费PDF全文 In this paper, a parametric study is conducted in order to evaluate the seismic demand on light acceleration‐sensitive nonstructural components caused by frequent earthquakes. The study is motivated by the inconsistent approach of current building codes to the design of nonstructural components; the extensive nonstructural damage recorded after recent low‐intensity earthquakes also encouraged such a study. A set of reinforced concrete frame structures with different number of stories, that is, 1 to 10 stories, are selected and designed according to Eurocode 8. The structures are subjected to a set of frequent earthquakes, that is, 63% probability of exceedance in 50 years. Dynamic nonlinear analyses are performed on the reference structures in order to assess the accuracy of the equations to predict seismic forces acting on nonstructural components and systems in Eurocode. It is concluded that the Eurocode equations underestimate the acceleration demand on nonstructural components for a wide range of periods, especially in the vicinity of the higher mode periods of vibration of the reference structures; for periods sufficiently larger than the fundamental period of the structure, instead, the Eurocode formulation gives a good approximation of the floor spectra. Finally, a novel formulation is proposed for an easy implementation in future building codes based on the actual Eurocode provisions. The proposed formulation gives a good estimation of the floor spectral accelerations and is able to envelope the floor spectral peaks owing to the higher modes. Copyright © 2014 John Wiley & Sons, Ltd. 相似文献
16.
17.
Response parameters used to estimate nonstructural damage differ depending on whether deformation‐sensitive or acceleration‐sensitive components are considered. In the latter case, seismic demand is usually represented through floor spectra, that is response spectra in terms of pseudo‐acceleration, which are calculated at the floor levels of the structure where the nonstructural components are attached to. Objective of this paper is to present a new spectrum‐to‐spectrum method for calculating floor acceleration spectra, which is able to explicitly account for epistemic uncertainties in the modal properties of the supporting structure. By using this method, effects on the spectra of possible variations from nominal values of the periods of vibration of the structure can be estimated. The method derives from the extension of closed‐form equations recently proposed by the authors to predict uniform hazard floor acceleration spectra. These equations are built to rigorously account for the input ground motion uncertainty, that is the record‐to‐record variability of the nonstructural response. In order to evaluate the proposed method, comparisons with exact spectra obtained from a standard probabilistic seismic demand analysis, as well as spectra calculated using the Eurocode 8 equation, are finally shown. Copyright © 2017 John Wiley & Sons, Ltd. 相似文献
18.
Gennaro Magliulo Crescenzo Petrone Vittorio Capozzi Giuseppe Maddaloni Pauline Lopez Gaetano Manfredi 《Bulletin of Earthquake Engineering》2014,12(4):1657-1677
The damage of nonstructural components represents the largest contribution to the economic loss caused by an earthquake. Since nonstructural components are not amenable to traditional structural analysis, full-scale experimental testing is crucial to understand their behaviour under earthquake. For this reason, shaking table tests are performed to investigate the seismic behaviour of plasterboard partitions. A steel test frame is properly designed in order to simulate the seismic effects at a generic building storey. The tests are performed shaking the table simultaneously in both horizontal directions. To investigate a wide range of interstorey drift demand and seismic damage, the shakes are performed scaling the accelerograms at eleven different intensity levels. The tested plasterboard partitions from Siniat exhibit a good seismic behaviour, both in their own plane and out of plane, showing limited damage up to 1.1 % interstorey drift ratio. The correlation between the dynamic characteristics of the test setup and the recorded damage is evidenced. Finally, an interesting comparison between the experimental results and the analytical model is also performed. 相似文献
19.
《地震工程与结构动力学》2018,47(6):1566-1588
An experimental program was performed for evaluating the seismic response and fragilities of nonstructural lightweight steel drywall partitions, also considering the interaction with structural elements and other nonstructural building components, ie, outdoor façade walls. Therefore, in‐plane quasi‐static reversed cyclic tests were carried out on 8 specimens of indoor partition walls infilled in a frame and on 4 specimens of indoor partition walls connected at its ends with transversal outdoor façade walls. Constructive parameters under investigation include type of connections used for connecting the indoor partition walls to the surrounding elements, stud spacing, type of sheathing panels, and type of jointing finishing. The effect of the constructive parameters on the lateral response in secant stiffness and strength is examined. Furthermore, the main damage phenomena observed during the tests are reported and associated to 3 damage limit states distinguished for the required repair level for the tested partition walls. Fragility curves are used for the experimental assessment of seismic fragility of the tested specimens, in accordance with the interstorey drift limits required by the European code. Finally, the quantitative estimation of the repair action costs starting from the damage observation is also developed. The obtained results could be considered a starting point for developing the in‐plane seismic design assisted by testing of lightweight steel drywall partition walls. 相似文献