本文選題：對(duì)稱(chēng)雙塔結(jié)構(gòu) + 非周邊約束��； 參考：《長(zhǎng)沙理工大學(xué)》2015年碩士論文

【摘要】：近年來(lái),大底盤(pán)多塔樓結(jié)構(gòu)在我國(guó)得到了廣泛的應(yīng)用。隨著人們要求的日益多樣化,大底盤(pán)多塔樓結(jié)構(gòu)的結(jié)構(gòu)形式也日趨復(fù)雜,其中亟待解決的問(wèn)題也逐漸增多。一般結(jié)構(gòu)地下室會(huì)受到土的良好約束,在進(jìn)行建模分析時(shí),按照規(guī)范方法通常通過(guò)嵌固地下室某層,來(lái)模擬該約束作用。對(duì)于大底盤(pán)多塔結(jié)構(gòu)來(lái)說(shuō),一般底盤(pán)平面尺寸比較大,加上實(shí)際場(chǎng)地地形存在不確定性,可能會(huì)出現(xiàn)地下室非周邊約束的情況,即有一個(gè)面或幾面沒(méi)有土的約束。目前我國(guó)規(guī)范尚未規(guī)定此類(lèi)情況下對(duì)結(jié)構(gòu)進(jìn)行建模分析時(shí),如何模擬周?chē)馏w對(duì)地下室的約束作用。從現(xiàn)有文獻(xiàn)來(lái)看,關(guān)于地下室非周邊約束問(wèn)題的研究相對(duì)較少。少數(shù)幾篇研究該問(wèn)題的文獻(xiàn)也僅討論了單塔樓的情況,且研究得不夠深入。因此,對(duì)多塔結(jié)構(gòu)開(kāi)展此類(lèi)研究顯得非常必要。本文旨在研究地下室僅有三側(cè)有土約束的情況下,不同的地下室約束建模方式對(duì)對(duì)稱(chēng)雙塔結(jié)構(gòu)抗震性能的影響。筆者應(yīng)用Midas/Building有限元分析軟件,建立了36組底盤(pán)跨數(shù)不同的算例模型。每組算例模型分為結(jié)構(gòu)布置完全一樣但底盤(pán)約束方式不一樣的3個(gè)模型。3個(gè)模型分別采用“基礎(chǔ)嵌固”、“底盤(pán)嵌固”約束方式和本文參考樁基規(guī)范而來(lái)的“土彈簧”約束方式�？傆�(jì)108個(gè)模型。各模型對(duì)稱(chēng)的兩個(gè)塔樓均為24層。對(duì)36組模型進(jìn)行反應(yīng)譜分析和配筋計(jì)算得到以下結(jié)論:(1)三類(lèi)模型的結(jié)構(gòu)動(dòng)力特性差異很小,基本周期由大到小的順序?yàn)?基礎(chǔ)嵌固模型、土彈簧約束模型、底盤(pán)嵌固模型,差值很小,在0.06s內(nèi),實(shí)際工程中可以忽略;(2)塔樓最大層間位移角大小順序跟基本周期相同。前兩者差值在30%以內(nèi),后兩者在19%以內(nèi)。從變形方面來(lái)看,采用底盤(pán)嵌固模型進(jìn)行設(shè)計(jì)與土彈簧約束模型結(jié)果更加相近,但偏于不安全。筆者建議如果條件允許,采用土彈簧約束模型進(jìn)行設(shè)計(jì)更為合理,否則建議采用更為保守的基礎(chǔ)嵌固模型。(3)塔樓底層剪力大小順序也同基本周期一樣。前兩者差值在20%以內(nèi),后兩者在35%以內(nèi)�；A(chǔ)嵌固模型求得的底層剪力更接近土彈簧約束模型值。從地震力方面來(lái)說(shuō),筆者建議實(shí)際工程中,如果條件允許,采用土彈簧約束模型進(jìn)行設(shè)計(jì)更合理,不然建議采用較保守的基礎(chǔ)嵌固模型進(jìn)行設(shè)計(jì)。(4)計(jì)算用鋼量從大到小的順序也與基本周期順序一樣。差別較小,在2%以內(nèi)。對(duì)實(shí)際工程的經(jīng)濟(jì)性影響比較小。
[Abstract]:In recent years, large chassis multi-tower structure has been widely used in China.With the increasing diversification of people's demands, the structural forms of large chassis and multi-tower structures are becoming more and more complex, and the problems that need to be solved gradually increase.Generally, the basement of structure is constrained by soil. In modeling and analysis, the constraint is simulated by embedding a certain layer of basement according to the specification method.For the large chassis multi-tower structure, the plane size of the general chassis is relatively large, and the actual site topography is uncertain, which may lead to the non-peripheral constraints of the basement, that is, there is no soil constraint on one or several sides.At present, the code of our country has not stipulated how to simulate the restraint of surrounding soil to the basement when modeling and analyzing the structure in this case.According to the existing literature, there are few researches on the non-peripheral constraint problem of basement.A few papers on this problem only discuss the case of single tower, and the research is not enough.Therefore, it is very necessary to carry out this kind of research on the multi-tower structure.The purpose of this paper is to study the effect of different basement constraint modeling methods on the seismic performance of symmetrical twin towers under the condition of only three sides of the basement with soil constraints.By using Midas/Building finite element analysis software, 36 groups of example models with different span number of chassis are established.Each example model is divided into three models with the same structure arrangement but different constraint mode of chassis. The three models are respectively "base embedded".In this paper, the "earth spring" constraint mode based on the specification of pile foundation is referred to.Total 108 models.Each model of the two symmetrical towers are 24 stories.From the response spectrum analysis and reinforcement calculation of 36 groups of models, the following conclusions are drawn: (1) there is little difference in the structural dynamic characteristics of the three kinds of models, and the order of the basic period from large to small is: the foundation embedded model, the soil spring constrained model, the chassis embedded model.The difference is very small, within 0.06s, the order of the maximum interstory displacement angle of the tower is the same as that of the basic period.The difference between the former and the latter is less than 30% and 19% respectively.From the point of view of deformation, the results of design based on the chassis embedded model are more similar to those of the soil spring constraint model, but the results are not safe.The author suggests that if conditions permit, it is more reasonable to use the soil spring constraint model for design, otherwise, it is suggested to adopt a more conservative foundation inlay model. The order of shear at the bottom of the tower is the same as that of the basic period.The difference between the former and the latter is less than 20% and 35% respectively.The underlying shear force obtained by the foundation embedded model is closer to the value of the soil spring constrained model.From the aspect of seismic force, the author suggests that it is more reasonable to use the soil spring constraint model to design in practical engineering, if conditions permit,Otherwise, it is suggested that the order of steel quantity from large to small is the same as the order of basic period.The difference is less than 2%.The economic impact on the actual project is relatively small.
【學(xué)位授予單位】：長(zhǎng)沙理工大學(xué)
【學(xué)位級(jí)別】：碩士
【學(xué)位授予年份】：2015
【分類(lèi)號(hào)】：TU973.31

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