【摘要】：為了使RC框架結(jié)構(gòu)在地震過(guò)程中不至于瞬間倒塌,研究者們提出了“強(qiáng)柱弱梁”的設(shè)計(jì)理念,抗震規(guī)范通過(guò)柱端彎矩增大系數(shù)調(diào)節(jié)柱端配筋面積保證“強(qiáng)柱弱梁”機(jī)制的實(shí)現(xiàn),但多次震害顯示,大量RC框架結(jié)構(gòu)由于種種原因使柱端首先出現(xiàn)塑性鉸,形成“強(qiáng)梁弱柱”式破壞機(jī)制。結(jié)構(gòu)在地震中的破壞是動(dòng)力荷載(地震動(dòng))作用下發(fā)生的,而非設(shè)計(jì)中的靜力荷載作用,而規(guī)范中規(guī)定的地震力本質(zhì)上是靜力。在影響“強(qiáng)柱弱梁”實(shí)現(xiàn)方面,地震動(dòng)作用影響很大,不同地震動(dòng)作用下結(jié)構(gòu)的破壞模式可能完全不同,因此,隨機(jī)選取了100條地震動(dòng),對(duì)有限元模型進(jìn)行動(dòng)力時(shí)程分析,給出建議的計(jì)算配筋面積的方法,以供結(jié)構(gòu)抗震設(shè)計(jì)使用。本文主要工作有:(1)根據(jù)模型的荷載以及場(chǎng)地類(lèi)型等因素對(duì)結(jié)構(gòu)進(jìn)行計(jì)算配筋,建立了九個(gè)不同柱端彎矩放大系數(shù)的模型;模型選用了三類(lèi)場(chǎng)地,根據(jù)相關(guān)論文中三類(lèi)場(chǎng)地對(duì)應(yīng)的剪切波速隨機(jī)挑選了100條地震動(dòng),為了探究不同地震動(dòng)幅值作用下結(jié)構(gòu)的反應(yīng)情況,將地震動(dòng)分別調(diào)幅為0.2g和0.3g兩種情況,通過(guò)對(duì)比找出結(jié)構(gòu)反應(yīng)的差別;將節(jié)點(diǎn)的破壞形式分為“強(qiáng)柱弱梁”型破壞和“強(qiáng)梁弱柱”型破壞,并將“強(qiáng)柱弱梁”型破壞細(xì)分為四種情況;根據(jù)結(jié)構(gòu)的對(duì)稱性和節(jié)點(diǎn)所在的位置以及約束情況對(duì)節(jié)點(diǎn)進(jìn)行分類(lèi),為接下來(lái)各類(lèi)型節(jié)點(diǎn)的破壞形式統(tǒng)計(jì)提供基礎(chǔ)。(2)判斷每條地震動(dòng)下結(jié)構(gòu)各節(jié)點(diǎn)的破壞形式,并對(duì)各節(jié)點(diǎn)的破壞形式進(jìn)行統(tǒng)計(jì),列出各節(jié)點(diǎn)“強(qiáng)梁弱柱”型破壞的數(shù)量,判斷破壞相對(duì)比較嚴(yán)重的樓層,選擇該樓層為主要研究對(duì)象,對(duì)該樓層各節(jié)點(diǎn)破壞形式進(jìn)行細(xì)分,觀察各種破壞形式隨柱端彎矩放大系數(shù)增大時(shí)的變化規(guī)律;單獨(dú)對(duì)柱鉸的數(shù)量進(jìn)行統(tǒng)計(jì),觀察柱鉸數(shù)量隨柱端彎矩放大系數(shù)的變化情況,并找出每層節(jié)點(diǎn)相對(duì)薄弱的柱端。(3)統(tǒng)計(jì)柱端和梁端屈服時(shí)的軸力和彎矩,研究它們之間的相關(guān)性,并給出柱端軸力和彎矩的相關(guān)性函數(shù)曲線;觀察“強(qiáng)梁弱柱”情況下梁柱端彎矩和軸力的分布情況,找出沒(méi)有實(shí)現(xiàn)“強(qiáng)柱弱梁”的直接原因;重新建立模型,對(duì)軸力和彎矩的相關(guān)性曲線進(jìn)行驗(yàn)證。
[Abstract]:In order to prevent the collapse of RC frame structure in the process of earthquake, the researchers put forward the design concept of "strong column weak beam". The seismic code adjusts the reinforcement area at the column end by adjusting the reinforcement area at the column end to ensure the realization of the "strong column weak beam" mechanism. However, many times of earthquake damage show that a large number of RC frame structures first appear plastic hinges at the end of the column due to various reasons, forming a "strong beam and weak column" failure mechanism. The failure of the structure in earthquake occurs under dynamic load (ground motion), not the static load in design, and the seismic force specified in the code is static in nature. In the aspect of affecting the realization of "strong column and weak beam", the seismic action has a great influence on the realization of "strong column and weak beam". The failure mode of the structure under different ground motion may be completely different. Therefore, 100 ground motion are randomly selected to analyze the dynamic time history of the finite element model. A suggested method for calculating reinforcement area is given for seismic design of structures. The main work of this paper is as follows: (1) according to the load of the model and the site type, the reinforcement of the structure is calculated, and the bending moment magnification factors of nine different columns are established. Three kinds of sites are selected in the model, and 100 ground motion are randomly selected according to the shear wave velocity corresponding to the three kinds of sites in the relevant paper. in order to explore the response of the structure under the action of different ground motion amplitudes, The amplitude of ground motion is adjusted to 0.2g and 0.3g respectively, and the difference of structural response is found out by comparison. The failure forms of joints are divided into "strong column and weak beam" failure and "strong beam and weak column" failure, and the failure of "strong column and weak beam" is divided into four cases. According to the symmetry of the structure, the location of the nodes and the constraints, the nodes are classified, which provides the basis for the statistics of the failure forms of the next types of nodes. (2) judging the failure form of each node of the structure under each ground motion, The failure forms of each node are counted, the number of "strong beam and weak column" failure of each node is listed, the floor with relatively serious damage is judged, the floor is selected as the main research object, and the failure forms of each node of the floor are subdivided. The variation of various failure forms with the increase of bending moment magnification coefficient at the end of the column is observed. The number of column hinges is counted separately, and the variation of the number of column hinges with the magnification coefficient of bending moment at the end of column is observed, and the column end with relatively weak nodes in each layer is found out. (3) the axial force and bending moment at the end of column and beam end are counted when the end of column and beam end yield. The correlation between them is studied, and the correlation function curves of axial force and bending moment at the end of the column are given. The distribution of bending moment and axial force at Liang Zhu end is observed under the condition of "strong beam and weak column", and the direct reason why "strong column weak beam" is not realized is found out, and the correlation curve between axial force and bending moment is verified by re-establishing the model.
【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】：2017
【分類(lèi)號(hào)】：TU375.4

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