本文選題：強(qiáng)柱弱梁　切入點(diǎn)：強(qiáng)柱弱梁系數(shù)限值　出處：《中國(guó)地震局工程力學(xué)研究所》2014年碩士論文　論文類型：學(xué)位論文

【摘要】：鋼筋混凝土框架結(jié)構(gòu)在實(shí)際大地震中大多沒有實(shí)現(xiàn)規(guī)范所預(yù)期的“強(qiáng)柱弱梁”破壞模式，更多的是出現(xiàn)了柱端先出現(xiàn)塑性鉸的情況，這種破壞模式容易造成結(jié)構(gòu)的整層破壞，甚至整體倒塌，從而造成大量人員傷亡及重大財(cái)產(chǎn)損失。 為解決這一嚴(yán)重問題，通過對(duì)“強(qiáng)柱弱梁”這一概念進(jìn)行深入分析，采用不同的參數(shù)來表征不同層次的含義，提出了強(qiáng)柱弱梁系數(shù)這一新的參數(shù)，來表征柱和梁的相對(duì)屈服情況，通過對(duì)強(qiáng)柱弱梁系數(shù)進(jìn)行限值確保結(jié)構(gòu)在地震作用下實(shí)現(xiàn)“強(qiáng)柱弱梁”。將結(jié)構(gòu)由“強(qiáng)柱弱梁”破壞模式轉(zhuǎn)換為“強(qiáng)梁弱柱”破壞模式的臨界強(qiáng)柱弱梁系數(shù)定義為強(qiáng)柱弱梁系數(shù)限值，并采用有限元軟件ABAQUS對(duì)強(qiáng)柱弱梁系數(shù)限值進(jìn)行了計(jì)算、分析和驗(yàn)證。本文研究的主要內(nèi)容和結(jié)論如下： 1、總結(jié)鋼筋混凝土框架結(jié)構(gòu)的震害特點(diǎn)，提出強(qiáng)柱弱梁系數(shù)與強(qiáng)柱弱梁系數(shù)限值，并分別給出明確的定義和意義。選取最簡(jiǎn)單的鋼筋混凝土框架結(jié)構(gòu)模型，采用有限元軟件ABAQUS對(duì)強(qiáng)柱弱梁系數(shù)和強(qiáng)柱弱梁系數(shù)限值的求算方法進(jìn)行了示范。 2、通過有限元軟件ABAQUS進(jìn)行大量的數(shù)值模擬，討論強(qiáng)柱弱梁系數(shù)限值在不同條件下的變化規(guī)律。研究發(fā)現(xiàn)：隨軸壓比的提高，強(qiáng)柱弱梁系數(shù)限值的提高先平穩(wěn)后快速；同一結(jié)構(gòu)在雙向地震動(dòng)輸入時(shí)求得的強(qiáng)柱弱梁系數(shù)限值小于單向地震動(dòng)輸入時(shí)求得的強(qiáng)柱弱梁系數(shù)限值；同一地震動(dòng)調(diào)整不同的峰值加速度對(duì)于強(qiáng)柱弱梁系數(shù)限值的影響不大；不同地震動(dòng)調(diào)整至相同峰值加速度對(duì)于強(qiáng)柱弱梁系數(shù)限值的影響在軸壓比較小時(shí)不大，在軸壓比較大時(shí)影響較大。通過將強(qiáng)柱弱梁系數(shù)限值與規(guī)范中的柱端彎矩增大系數(shù)進(jìn)行比較，，考察規(guī)范對(duì)于“強(qiáng)柱弱梁”問題的體現(xiàn)是否合理，經(jīng)過分析可知，僅就柱梁的相對(duì)強(qiáng)弱來看，現(xiàn)行規(guī)范并不能完全保證結(jié)構(gòu)在地震動(dòng)作用下實(shí)現(xiàn)“強(qiáng)柱弱梁”。 3、通過設(shè)計(jì)一個(gè)5層的鋼筋混凝土框架結(jié)構(gòu)并進(jìn)行數(shù)值模擬，選取兩條有代表性的地震動(dòng)，考察了強(qiáng)柱弱梁系數(shù)和強(qiáng)柱弱梁系數(shù)限值規(guī)律的正確性。同時(shí)，分析了符合規(guī)范要求的結(jié)構(gòu)在某些地震動(dòng)作用下可能的破壞模式，指出在某些情況下，結(jié)構(gòu)雖有先形成柱端塑性鉸的危險(xiǎn)，可是由于構(gòu)件本身的強(qiáng)度較大，無論是柱端還是梁端可能都不形成塑性鉸。
[Abstract]:Most reinforced concrete frame structures do not realize the failure mode of "strong column and weak beam" as expected in the code in the actual earthquake, and more often the plastic hinge appears at the end of the column, which can easily cause the whole story failure of the structure. Even the whole collapse, resulting in a large number of casualties and heavy property losses. In order to solve this serious problem, the concept of "strong column and weak beam" is deeply analyzed, different parameters are used to represent the meaning of different levels, and a new parameter, the coefficient of strong column and weak beam, is put forward. To characterize the relative yield of columns and beams, By limiting the coefficient of strong column and weak beam to ensure that the structure can realize "strong column and weak beam" under earthquake action, the critical coefficient of strong column and weak beam is defined as the critical mode of structural failure from "strong column and weak beam" to "strong beam and weak column". The limit value of the coefficient of strong column and weak beam, The finite element software ABAQUS is used to calculate, analyze and verify the limit value of the coefficient of strong column and weak beam. The main contents and conclusions of this paper are as follows:. 1. The earthquake damage characteristics of reinforced concrete frame structures are summarized, and the limit values of strong column weak beam coefficient and strong column weak beam coefficient are put forward, and the clear definition and significance are given respectively. The simplest reinforced concrete frame structure model is selected. The finite element software ABAQUS is used to demonstrate the calculation method of the limit value of the coefficient of weak beam of strong column and the coefficient of weak beam of strong column. 2. The finite element software ABAQUS is used to carry out a lot of numerical simulation to discuss the variation law of the limit value of the coefficient of strong column and weak beam under different conditions. It is found that with the increase of axial compression ratio, the increase of the limit value of the coefficient of strong column and weak beam is first stable and then rapid; The limit value of the coefficient of the strong column and the weak beam of the same structure is smaller than the limit value of the coefficient of the strong column and the weak beam when the input of the unidirectional ground motion is obtained, and the influence of the different peak acceleration of the same ground motion on the limit value of the coefficient of the strong column and the weak beam is not significant. The influence of different ground motion adjustment to the same peak acceleration on the limit value of the coefficient of strong column and weak beam is small when the axial compression ratio is small. By comparing the limit value of the coefficient of strong column and weak beam with the increasing coefficient of bending moment at the end of column in the code, we can find out whether the code is reasonable for the problem of "strong column and weak beam". According to the relative strength of column beam, the current code can not completely guarantee that the structure can realize "strong column and weak beam" under the action of ground motion. 3. Through the design and numerical simulation of a five-story reinforced concrete frame structure, two representative ground motions are selected to investigate the validity of the limit law of the coefficient of strong column and weak beam and the coefficient of strong column and weak beam. The possible failure modes of structures which meet the requirements of the code under some ground motions are analyzed. It is pointed out that, in some cases, the structure has the danger of forming plastic hinge at the end of the column first, but the strength of the member itself is large. Plastic hinges may not be formed either at the end of the column or at the end of the beam.
【學(xué)位授予單位】：中國(guó)地震局工程力學(xué)研究所
【學(xué)位級(jí)別】：碩士
【學(xué)位授予年份】：2014
【分類號(hào)】：TU375.4

【參考文獻(xiàn)】

相關(guān)期刊論文 前10條

1 段煉,王文長(zhǎng),郭蘇凱;鋼筋混凝土結(jié)構(gòu)塑性鉸的研究[J];四川建筑科學(xué)研究;1983年03期

2 馮云田,李明瑞,林春哲;復(fù)雜結(jié)構(gòu)的彈性地震反應(yīng)分析[J];地震工程與工程振動(dòng);1991年04期

3 郭迅;;汶川大地震震害特點(diǎn)與成因分析[J];地震工程與工程振動(dòng);2009年06期

4 霍林生;李宏男;肖詩(shī)云;王東升;;汶川地震鋼筋混凝土框架結(jié)構(gòu)震害調(diào)查與啟示[J];大連理工大學(xué)學(xué)報(bào);2009年05期

5 侯爽;楊偉;;汶川地震都江堰市填充墻震害分析[J];大連理工大學(xué)學(xué)報(bào);2009年05期

6 車軼;尤杰;;中歐抗震設(shè)計(jì)規(guī)范關(guān)于“強(qiáng)柱弱梁”設(shè)計(jì)比較[J];大連理工大學(xué)學(xué)報(bào);2009年05期

7 許沖;戴福初;徐錫偉;;汶川地震滑坡災(zāi)害研究綜述[J];地質(zhì)論評(píng);2010年06期

8 葉列平;馬千里;繆志偉;;鋼筋混凝土框架結(jié)構(gòu)強(qiáng)柱弱梁設(shè)計(jì)方法的研究[J];工程力學(xué);2010年12期

9 陳虹;王志秋;李成日;;海地地震災(zāi)害及其經(jīng)驗(yàn)教訓(xùn)[J];國(guó)際地震動(dòng)態(tài);2011年09期

10 顧朝林;;日本311特大地震地理學(xué)報(bào)告[J];地理學(xué)報(bào);2011年06期

相關(guān)博士學(xué)位論文 前1條

1 馬穎;鋼筋混凝土柱地震破壞方式及性能研究[D];大連理工大學(xué);2012年

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