本文選題：剪力墻結(jié)構(gòu) + 構(gòu)件變形限值�。� 參考：《華南理工大學(xué)》2014年碩士論文

【摘要】：現(xiàn)行《建筑抗震設(shè)計(jì)規(guī)范》[1]（GB50011-2010）繼續(xù)沿用“三水準(zhǔn)，兩階段”的結(jié)構(gòu)抗震設(shè)計(jì)方法。該方法采用小震計(jì)算結(jié)果配筋和相應(yīng)的構(gòu)造措施，在很大程度上能夠保證結(jié)構(gòu)“大震不倒”，卻無法給出結(jié)構(gòu)在大震作用下的真實(shí)破壞情況和性能。隨著基于性能的結(jié)構(gòu)抗震設(shè)計(jì)思想的發(fā)展，原有設(shè)計(jì)方法的弊端逐漸顯現(xiàn)，，如何對(duì)結(jié)構(gòu)抗震性能做出更加準(zhǔn)確的評(píng)估，從而彌補(bǔ)現(xiàn)有設(shè)計(jì)方法的不足，成為基于性能的結(jié)構(gòu)抗震設(shè)計(jì)中亟待解決的問題�；跇�(gòu)件的變形性能，能夠更加準(zhǔn)確地獲得結(jié)構(gòu)的真實(shí)破壞狀況，評(píng)估按現(xiàn)行規(guī)范設(shè)計(jì)的結(jié)構(gòu)實(shí)際抗震能力，檢驗(yàn)規(guī)范抗震措施的合理性，為基于性能的結(jié)構(gòu)抗震設(shè)計(jì)提供可行的方法和思路。 本文基于結(jié)構(gòu)非線性分析與性能評(píng)估軟件PERFORM-3D，利用基于構(gòu)件變形的結(jié)構(gòu)性能評(píng)估方法，研究了剪力墻結(jié)構(gòu)的抗震性能，主要包括以下研究內(nèi)容： 1.立足于基于性能的抗震設(shè)計(jì)思想，搜集已有研究成果和震害實(shí)例，指出了現(xiàn)行設(shè)計(jì)方法的不足之處，并提出了基于構(gòu)件變形的結(jié)構(gòu)抗震性能判定準(zhǔn)則和評(píng)估方法。 2.按照現(xiàn)行設(shè)計(jì)規(guī)范規(guī)程要求，分不同場(chǎng)地、設(shè)防烈度、高度等設(shè)計(jì)了27個(gè)有代表性的剪力墻結(jié)構(gòu)；對(duì)結(jié)構(gòu)進(jìn)行罕遇地震下彈塑性時(shí)程分析，并利用基于構(gòu)件變形的結(jié)構(gòu)抗震性能評(píng)估方法對(duì)該批結(jié)構(gòu)進(jìn)行安全性評(píng)估，得出按場(chǎng)地周期0.35s和0.45s設(shè)計(jì)的結(jié)構(gòu)都能滿足本文提出的結(jié)構(gòu)性能要求，場(chǎng)地周期為0.65s的結(jié)構(gòu)抗震性能不足。 3.對(duì)按0.35s和0.45s場(chǎng)地周期設(shè)計(jì)的結(jié)構(gòu)進(jìn)行增量動(dòng)力分析，利用本文提出的結(jié)構(gòu)性能判定準(zhǔn)則，研究了現(xiàn)行規(guī)范設(shè)計(jì)的剪力墻結(jié)構(gòu)的抗大震能力儲(chǔ)備，得出剪力墻結(jié)構(gòu)的抗大震能力儲(chǔ)備系數(shù)基本都在1.2~1.4之間或以上，表明剪力墻結(jié)構(gòu)具有一定的抵抗超大地震的能力。
[Abstract]:The current Code for aseismic Design of buildings [1] GB50011-2010) continues to follow the "three-level, two-stage" seismic design method for structures. By using the reinforcement of small earthquake calculation results and the corresponding structural measures, this method can to a large extent ensure that the structure "does not collapse", but it can not give the true damage situation and performance of the structure under the action of large earthquakes. With the development of performance-based seismic design idea, the disadvantages of the original design method gradually appear. How to make a more accurate evaluation of the seismic performance of the structure, so as to make up for the shortcomings of the existing design methods. It has become a problem to be solved in seismic design of structures based on performance. Based on the deformation performance of the components, the true failure state of the structure can be obtained more accurately, the actual aseismic capacity of the structure designed according to the current code can be evaluated, and the rationality of the seismic measures of the code can be tested. It provides feasible methods and ideas for performance-based seismic design of structures. Based on the structural nonlinear analysis and performance evaluation software PERFORM-3D, the seismic performance of shear wall structures is studied by using the structural performance evaluation method based on structural deformation. The main research contents are as follows: 1. Based on the idea of performance-based seismic design, this paper collects the existing research results and earthquake damage examples, points out the shortcomings of the current design methods, and puts forward the criteria and evaluation methods for evaluating the seismic performance of structures based on structural deformation. 2. In accordance with the requirements of the current design code, 27 representative shear wall structures have been designed in different sites, fortification intensity, height, etc. The elastoplastic time-history analysis of the structures under rare earthquakes has been carried out. The seismic performance evaluation method based on component deformation is used to evaluate the safety of the structures. It is concluded that the structures designed according to the site period 0.35s and 0.45s can meet the structural performance requirements proposed in this paper. The seismic performance of the structure with a site period of 0.65 s is insufficient. 3. The incremental dynamic analysis of the structures designed according to the period of 0.35s and 0.45s is carried out. Using the criterion of judging the structural performance, the reserve of seismic resistance of the shear wall structures designed by the current code is studied. It is concluded that the reserve coefficient of large earthquake resistance of shear wall structures is basically between 1.21.4 and above, which indicates that shear wall structures have the ability to resist large earthquakes to a certain extent.
【學(xué)位授予單位】：華南理工大學(xué)
【學(xué)位級(jí)別】：碩士
【學(xué)位授予年份】：2014
【分類號(hào)】：TU398.2;TU352.11

【參考文獻(xiàn)】

相關(guān)期刊論文 前10條

1 溫增平;徐超;陸鳴;杜修力;李鴻晶;熊立紅;劉愛文;李小軍;周正華;;汶川地震重災(zāi)區(qū)典型鋼筋混凝土框架結(jié)構(gòu)震害現(xiàn)象[J];北京工業(yè)大學(xué)學(xué)報(bào);2009年06期

2 歐進(jìn)萍,何政,吳斌,邱法維;鋼筋混凝土結(jié)構(gòu)基于地震損傷性能的設(shè)計(jì)[J];地震工程與工程振動(dòng);1999年01期

3 白紹良;李剛強(qiáng);李英民;韋鋒;;從R-μ-T關(guān)系研究成果看我國鋼筋混凝土結(jié)構(gòu)的抗震措施[J];地震工程與工程振動(dòng);2006年05期

4 尹繼堯;宋治平;薛艷;劉杰;張國民;朱元清;;全球巨大地震活動(dòng)性分析[J];地震學(xué)報(bào);2012年02期

5 鄧明科;梁興文;辛力;;剪力墻結(jié)構(gòu)基于性能抗震設(shè)計(jì)的目標(biāo)層間位移確定方法[J];工程力學(xué);2008年11期

6 陸新征;李易;葉列平;馬一飛;梁益;;鋼筋混凝土框架結(jié)構(gòu)抗連續(xù)倒塌設(shè)計(jì)方法的研究[J];工程力學(xué);2008年S2期

7 勞曉春;韓小雷;;延性RC剪力墻構(gòu)件的性能指標(biāo)限值[J];工程力學(xué);2011年09期

8 韓建平;楊軍平;;考慮結(jié)構(gòu)構(gòu)件退化特性評(píng)估大震下RC框架抗整體性倒塌能力[J];地震工程與工程振動(dòng);2012年06期

9 陳亮星;吳軼;張春梅;陸祝賢;張俊文;黃照棉;;基于構(gòu)件損傷的某超限剪力墻結(jié)構(gòu)抗震性能評(píng)估[J];廣州大學(xué)學(xué)報(bào)(自然科學(xué)版);2013年02期

10 董偉民;;結(jié)構(gòu)的延性[J];建筑結(jié)構(gòu);1979年03期

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