本文選題：框架結(jié)構(gòu) + Pushover分析��； 參考：《鄭州大學(xué)》2014年碩士論文

【摘要】：隨著我國社會生產(chǎn)力的快速發(fā)展和國民經(jīng)濟水平的不斷提高,人們的防震減災(zāi)意識逐漸增強,國家標準對建筑抗震設(shè)防的要求也越來越高。因此,對既有建筑結(jié)構(gòu)進行抗震性能分析與評估,了解其性能現(xiàn)狀,并提出合適的加固改進方案,具有重要的現(xiàn)實針對性。本文以鄭州市上街區(qū)某小學(xué)綜合辦公樓5層鋼筋混凝土框架結(jié)構(gòu)實際工程為背景,采用有限元軟件SAP2000對該結(jié)構(gòu)進行了靜力彈塑性分析和動力非線性時程分析,通過計算分析,了解了該結(jié)構(gòu)在不同地震動強度作用下的抗震性能水準。本文主要工作內(nèi)容和結(jié)論如下：(1)按照原設(shè)計參數(shù)建立了5層鋼筋混凝土框架結(jié)構(gòu)的有限元模型,并與原設(shè)計計算的結(jié)構(gòu)反力及自振周期進行了對比,驗證了有限元模型的可靠性。(2)采用靜力彈塑性分析方法(Pushover方法)研究了結(jié)構(gòu)在不同地震動強度下的抗震性能水平,研究過程中同時采用了均勻分布側(cè)向力加載模式和第一振型比例型加載模式。研究表明：這兩種加載模式Pushover分析結(jié)果基本一致,原設(shè)計結(jié)構(gòu)能夠滿足抗震規(guī)范規(guī)定的“小震不壞”、“中震可修”、“大震不倒”的最低性能要求。不同之處是,均勻分布側(cè)向力加載模式低估了結(jié)構(gòu)的層間位移角,而第一振型比例型加載模式則低估了結(jié)構(gòu)的樓層剪力。因此,在進行類似中低層框架結(jié)構(gòu)抗震性能評估時,需要將兩種加載模式配合使用。(3)采用動力彈塑性時程分析方法研究了結(jié)構(gòu)在不同地震動強度下的抗震性能水平。結(jié)果表明：原設(shè)計結(jié)構(gòu)能夠滿足抗震規(guī)范規(guī)定的“小震不壞”和“大震不倒”的性能要求。這與Pushover分析結(jié)論是一致的。(4)對Pushover分析結(jié)果和動力非線性時程分析進行比較和總結(jié),發(fā)現(xiàn)原設(shè)計結(jié)構(gòu)破壞基本上呈“梁鉸機制”,滿足規(guī)范關(guān)于“強柱弱梁”的設(shè)計要求,說明原設(shè)計總體上是比較合理的。但是從分析得到的結(jié)構(gòu)各層層間位移角以及各層梁柱塑性鉸發(fā)展情況來看,結(jié)構(gòu)第3層與4層交接處抗側(cè)剛度突變,屬于結(jié)構(gòu)中相對薄弱部位,在構(gòu)造上應(yīng)予加強。
[Abstract]:With the rapid development of social productivity and the continuous improvement of national economic level, people's awareness of earthquake prevention and disaster reduction is gradually strengthened, and the requirements of national standards for earthquake resistance are becoming higher and higher. Therefore, it has important practical pertinence to analyze and evaluate the seismic performance of existing building structures, to understand the present situation of their performance, and to put forward appropriate reinforcement and improvement schemes. In this paper, based on the practical engineering of a 5 story reinforced concrete frame structure in a comprehensive office building of a primary school in Shangjie District of Zhengzhou City, the static elastoplastic analysis and dynamic nonlinear time history analysis of the structure are carried out by using the finite element software SAP2000, and the calculation and analysis are carried out. The seismic performance level of the structure under different ground motion intensity is studied. The main contents and conclusions of this paper are as follows: (1) according to the original design parameters, the finite element model of the five-story reinforced concrete frame structure is established and compared with the original design calculation of the reaction force and the natural vibration period. The reliability of the finite element model is verified. (2) the static elastic-plastic analysis (pushover method) is used to study the seismic performance of the structure under different ground motion intensity. In the course of the study, both the uniform distributed lateral force loading mode and the first mode proportional loading mode are adopted. The results show that the results of pushover analysis of the two loading modes are basically consistent, and the original design structure can meet the minimum performance requirements of "small earthquake not bad", "medium earthquake repairable" and "strong earthquake not collapsing" as stipulated in the seismic code. The difference is that the uniformly distributed lateral load mode underestimates the interstory displacement angle of the structure while the first mode of proportional loading mode underestimates the floor shear force of the structure. Therefore, it is necessary to combine the two loading modes to evaluate the seismic performance of similar middle and low story frame structures. (3) the dynamic elastoplastic time-history analysis method is used to study the seismic performance of structures under different ground motion intensity. The results show that the original design structure can meet the performance requirements of "small earthquake is not bad" and "large earthquake does not fail" as stipulated in the seismic code. This is consistent with the conclusion of pushover analysis. (4) the results of pushover analysis and dynamic nonlinear time-history analysis are compared and summarized. It is found that the failure of the original design structure is basically "beam hinge mechanism", which meets the design requirements of "strong column and weak beam" in the code. It shows that the original design is reasonable on the whole. But from the analysis of the displacement angle between each layer of the structure and the development of the Liang Zhu plastic hinge of each layer, it can be seen that the lateral stiffness at the junction of the third and fourth floors of the structure is relatively weak and should be strengthened in structure.
【學(xué)位授予單位】：鄭州大學(xué)
【學(xué)位級別】：碩士
【學(xué)位授予年份】：2014
【分類號】：TU352.11;TU375.4

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本文編號：2086179