發(fā)布時間：2018-10-05 21:02

【摘要】：隨著我國高層建筑的迅速發(fā)展,嵌固端選取的理論研究工作的重要性日漸凸顯。嵌固端的合理選取是結(jié)構(gòu)設(shè)計人員關(guān)注的核心問題之一,因為其直接關(guān)系到結(jié)構(gòu)計算模型與工程實際受力狀態(tài)之間的符合程度。 嵌固端選取的影響因素很多,國內(nèi)外學(xué)者對其做了大量的研究工作,這些研究表明地下室側(cè)向剛度之比(嵌固層的側(cè)向剛度與相鄰上層側(cè)向剛度之比)是影響嵌固端選取的決定因素。然而,關(guān)于地下室外的回填土對地下室側(cè)向剛度影響的有無及其影響范圍的理論研究相對較少,故本研究立足于此,對其進(jìn)行進(jìn)一步的實際探討和理論分析。 本文以湖北省宜昌市某工程為算例,進(jìn)行了以下幾方面的探討和分析： (1)從有無地下室、基礎(chǔ)結(jié)構(gòu)形式、基礎(chǔ)埋置深度、建筑高度和高寬比四個方面定性分析嵌固端的選�。� (2)比較嵌固端位置的不同對結(jié)構(gòu)周期、位移、彎矩以及嵌固層與相鄰上層的側(cè)向剛度之比的影響； (3)利用結(jié)構(gòu)分析軟件,通過考察嵌固層位移和剛度K的變化,分析回填土對結(jié)構(gòu)的約束作用； (4)改變地下室的外擴(kuò)倍數(shù)n,對不同范圍內(nèi)的地下室側(cè)向剛度進(jìn)行對比分析,并比較結(jié)構(gòu)的動力特性、變形特性、內(nèi)力特性。 得出如下結(jié)論： (1)對于本工程而言,將結(jié)構(gòu)嵌固端設(shè)在地下一層底板能夠滿足剛度要求,同時也較經(jīng)濟(jì)。 (2)將嵌固端取在地下二層底板,地下室頂板梁端最大彎矩較嵌固端取在地下一層底板減幅較小,僅為0.51%-0.95%,嵌固層與相鄰上層的剛度比較嵌固端取在地下一層底板提高的幅度亦不大,為3.82%；嵌固端的不同對結(jié)構(gòu)的周期和頂層位移影響不大,周期相對于嵌固端取在地下室頂板增大了0.54%～1.22%,頂層位移相對于嵌固端取在地下室頂板增大了0.91%-1.50%； (3)當(dāng)“土層水平抗力系數(shù)的比例系數(shù)m”滿足0m10時,有必要合理的考慮地下室外回填土對結(jié)構(gòu)的約束作用；當(dāng)m10時,地下室外回填土對結(jié)構(gòu)的約束作用被無限放大了。因此,為了使模型切合工程實際,需要合理的考慮m的取值； (4)回填土對結(jié)構(gòu)約束作用的大小對地下室頂板的水平位移影響很大,高達(dá)91.34%,對地上二層底板的水平位移影響可達(dá)25%,表明地下室外回填土約束作用的大小與研究對象的位置有關(guān),離嵌固端的位置越遠(yuǎn),其約束作用越��； (5)改變地下室外擴(kuò)倍數(shù)n,按剪切剛度計算的地下一層底板的相對側(cè)向剛度K=1.2,而且不會隨著地下室外回填土質(zhì)量的變化發(fā)生改變；按地震剪力和地震層間位移比計算的地下一層底板的相對側(cè)向剛度K,隨著地下室外擴(kuò)倍數(shù)n的增大而增大,而且隨著m值的增大,其增幅逐漸上升； (6)改變地下室外擴(kuò)倍數(shù)n,結(jié)構(gòu)周期在n=2時出現(xiàn)拐點達(dá)到最大值,頂層位移在n=2時出現(xiàn)拐點達(dá)到最小值,嵌固層梁端彎矩在n≥2以后,增幅減小,說明地下室側(cè)向剛度的影響范圍可以近似取2倍地下室層高。
[Abstract]:With the rapid development of high-rise buildings in our country, the importance of theoretical research on the selection of embedded solid ends is becoming more and more obvious. The rational selection of embedded solid end is one of the core problems of structural design personnel, because it is directly related to the degree of compliance between the structural calculation model and the actual stress state of the project. Many researchers have done a lot of research work. These studies show that the ratio of the lateral stiffness of the basement (the ratio of the lateral stiffness of the embedded layer to the lateral stiffness of the adjacent upper layer) is the result of the selection of the embedded solid end. However, there are relatively few theoretical researches on the influence of the backfill soil outside the basement on the lateral stiffness of the basement and its influence range. Therefore, this study is based on this. On the basis of a certain project in Yichang City, Hubei Province, the following aspects are carried out Discussion and analysis of surface: (1) From the presence or absence of basement, foundation structure form, foundation embedded depth, building height and aspect ratio the selection of the solid ends of the surface qualitative analysis; (2) comparing the different pairs of structural periods, displacements, bending moments and embedding layers of the embedded end positions the influence of the ratio of the lateral stiffness to the adjacent upper layer; (3) utilizing structural analysis software to investigate the displacement and rigidity of the embedded layer According to the change of K, the restraining effect of the backfill on the structure is analyzed; (4) the external expansion factor n of the basement is changed, and the lateral rigidity of the basement in different ranges is compared. Analyze and compare the knot The dynamic characteristics, deformation characteristics and internal force characteristics of the structure are obtained. The following conclusions are obtained: (1) For the Project, According to the invention, the structure embedding end is arranged on the underground floor, and the rigidity requirement is met, and meanwhile, the structure is relatively economical. (2) the embedded solid end is taken on the underground two-layer bottom plate, the maximum bending moment at the top plate beam end of the basement is smaller, and only 0. 51%-0. 95%, the embedded solid layer and the bottom plate of the underground floor are smaller, The stiffness of the adjacent upper layer is less than that of the bottom plate in the underground floor, and it is 3.82%; the different effect on the structure and the displacement of the top layer is not big, and the period is increased by 0. 54% ~ 1 with respect to the fixed end. For 22%, the top-level displacement increases from 0. 91%-1. 50% relative to the fixed end. (3) When

"Proportioncoeffecient m of soil layer horizo When the ntal resistance coeffecient" meets the 0m10, it is necessary to reasonably consider the outside of the basement The effect of backfill on the structure; when m10 is m10, the external backfill of the basement shall be connected to the junction. Therefore, in order to adapt the model to the practical engineering, it is necessary to consider the value of m reasonably, and (4) the size of the backfill soil on the structural restraint effect. The horizontal displacement of the top plate of the basement is great, up to 91.34%, and the effect of horizontal displacement of the bottom plate on the ground can reach 25%, The constraint effect of backfill soil outside the basement is related to the position of the research object, the farther from the fixed end, the restraint action The smaller it is, (5) change the external expansion factor n of the basement, the relative lateral stiffness of the underground floor slab calculated by the shear stiffness K = 1. 2, and will not change with the change of the quality of the backfill soil outside the basement, and the underground space calculated by the displacement ratio between the seismic shear force and the seismic layer. The relative lateral stiffness K of a floor slab increases with the increase of the expansion factor n in the basement, and increases with the increase of m value. When n = 2, the inflection point reached the maximum value, and the top-level displacement showed an inflection point when n = 2.
【學(xué)位授予單位】：武漢理工大學(xué)
【學(xué)位級別】：碩士
【學(xué)位授予年份】：2013
【分類號】：TU973.2

【參考文獻(xiàn)】

相關(guān)期刊論文 前10條

1 黃達(dá),陳應(yīng)波,盧哲安;常用結(jié)構(gòu)分析軟件比較[J];國外建材科技;2002年02期

2 彭麗紅;張元坤;;關(guān)于高層建筑結(jié)構(gòu)嵌固端的討論[J];廣東土木與建筑;2011年09期

3 程懋X;于東暉;;對現(xiàn)行規(guī)范的幾點思考之一——關(guān)于混凝土結(jié)構(gòu)房屋的適用高度[J];建筑結(jié)構(gòu);2006年06期

4 朱鳴;王春磊;張徐;;弱連體結(jié)構(gòu)整體模型與單體模型時程分析對比研究[J];建筑結(jié)構(gòu);2011年S1期

5 喬偉;;對幾種樓層側(cè)向剛度計算方法的探討[J];結(jié)構(gòu)工程師;2010年06期

6 楊曉峰;李亮;;帶地下室高層結(jié)構(gòu)嵌固端假定適用條件研究[J];結(jié)構(gòu)工程師;2011年01期

7 鄭毅敏;劉南鄉(xiāng);;高層結(jié)構(gòu)地下室剛度有效范圍的計算[J];結(jié)構(gòu)工程師;2011年04期

8 張暉,周文星,楊聯(lián)萍;鋼筋混凝土超高層建筑層間位移限值的探討[J];建筑結(jié)構(gòu)學(xué)報;1999年03期

9 李云貴;上部結(jié)構(gòu)與地下室共同工作分析及地下室設(shè)計在SATWE中的實現(xiàn)[J];建筑結(jié)構(gòu)學(xué)報;2005年01期

10 李云貴,邵弘,陳岱林;多、高層建筑有限元分析與設(shè)計軟件 SATWE 的技術(shù)優(yōu)勢與特點[J];建筑科學(xué);1998年02期

相關(guān)會議論文 前1條

1 周宜峰;王向鵬;王東曉;;高層建筑結(jié)構(gòu)底部嵌固端的確定及相關(guān)設(shè)計[A];土木建筑學(xué)術(shù)文庫（第10卷）[C];2008年

相關(guān)博士學(xué)位論文 前4條

1 李延濤;考慮土—結(jié)構(gòu)動力相互作用的基礎(chǔ)隔震與結(jié)構(gòu)控制理論研究[D];天津大學(xué);2004年

2 尹華偉;土-結(jié)構(gòu)動力相互作用的計算方法研究[D];湖南大學(xué);2005年

3 覃力;日本高層建筑研究[D];同濟(jì)大學(xué);2006年

4 劉潔平;高層建筑土—結(jié)構(gòu)相互作用地震反應(yīng)分析研究[D];中國地震局工程力學(xué)研究所;2009年

相關(guān)碩士學(xué)位論文 前2條

1 張朝云;帶地下室高層建筑結(jié)構(gòu)嵌固端的選擇及相關(guān)問題研究[D];重慶大學(xué);2008年

2 劉長江;對高層建筑基礎(chǔ)埋置深度及嵌固端選取問題的探討[D];重慶交通大學(xué);2008年

，

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