【摘要】：在山地地形上，人們出于獲取生存資源、更好的拓展生存空間以及回歸自然的需要，創(chuàng)作了大量的山地建筑，其中以掉層結(jié)構(gòu)的應(yīng)用最為廣泛。掉層結(jié)構(gòu)由于其接地方式的特殊性，受力及變形特點(diǎn)相對(duì)于普通結(jié)構(gòu)有很大的不同，而現(xiàn)今對(duì)掉層結(jié)構(gòu)的理論研究仍不足，設(shè)計(jì)規(guī)范中也很少提及掉層結(jié)構(gòu)的設(shè)計(jì)要求。因此，有必要對(duì)掉層結(jié)構(gòu)做更深入的研究，力爭(zhēng)能更徹底的揭示其受力變形規(guī)律。 本文研究的主要內(nèi)容如下：利用抗側(cè)剛度的串并聯(lián)關(guān)系對(duì)掉層結(jié)構(gòu)底部剛度計(jì)算進(jìn)行簡(jiǎn)化，定義底部剛度比重的計(jì)算公式，并設(shè)計(jì)底部剛度比重在0.3至0.9的六個(gè)模型，利用動(dòng)力彈塑性方法對(duì)六個(gè)模型進(jìn)行分析，探討底部剛度比重對(duì)掉層結(jié)構(gòu)動(dòng)力彈塑性性能的影響。 通過(guò)分析，得到結(jié)論如下： （1）掉層結(jié)構(gòu)底部上接地柱剛度比重小于0.52，層間位移角最大值發(fā)生在坎上1層，當(dāng)剛度比重大于0.63，發(fā)生層間位移角最大值發(fā)生在坎上2層，而當(dāng)剛度比重介于0.52與0.63之間時(shí)，掉層結(jié)構(gòu)坎上1層及坎上2層的層間位移角比較接近，且是發(fā)生最大層間位移角的樓層。 （2）各模型梁鉸發(fā)育充分，柱端出鉸較少，都為“梁柱混合鉸”模式。當(dāng)?shù)撞縿偠缺戎剌^小時(shí)，柱鉸出現(xiàn)于下接地柱柱底及坎上1層接地柱柱端，而隨著底部剛度比重的增大，柱鉸向坎上1層接地柱柱端集中。 （3）從上接地中柱端柱鉸的滯回曲線可以看出，隨著底部剛度比重的減少，上接地中柱的延性需求逐漸增大。 （4）當(dāng)?shù)撞縿偠缺戎氐臏p小時(shí)，坎上1層各接地柱位移延性系數(shù)增大。當(dāng)?shù)撞縿偠缺戎丶s為0.3時(shí)，坎上1層接地中柱在地震動(dòng)作用下位移延性系數(shù)接近其所能達(dá)到的位移延性比限值。建議當(dāng)?shù)撞縿偠缺戎匦∮?.3時(shí)，坎上1層接地中柱宜提高一個(gè)抗震等級(jí)進(jìn)行設(shè)計(jì)。
[Abstract]:In the mountain terrain, people create a large number of mountain buildings in order to obtain the living resources, better expand the living space and return to the nature, among which the fall structure is the most widely used. Because of the particularity of grounding mode, the characteristics of force and deformation of falling structure are quite different from that of ordinary structure. However, the theoretical study of falling structure is still insufficient, and the design requirements of falling structure are seldom mentioned in the design code. Therefore, it is necessary to do more in-depth research on the falling structure, and try to reveal the law of stress and deformation more thoroughly. The main contents of this paper are as follows: the calculation of the bottom stiffness of the falling floor structure is simplified by the series-parallel relation of the anti-lateral stiffness, the calculation formula of the bottom stiffness specific gravity is defined, and six models of the bottom stiffness specific gravity between 0.3 and 0.9 are designed. The dynamic elastoplastic method is used to analyze the six models and the influence of the specific gravity of the bottom stiffness on the dynamic elastoplastic performance of the falling floor structure is discussed. The conclusions are as follows: (1) the stiffness specific gravity of earthing column on the bottom of falling floor structure is less than 0.52, and the maximum displacement angle between layers occurs in the first floor of the upper layer, when the stiffness specific gravity is greater than 0.63, The maximum displacement angle of floor occurs in the upper second floor of the canyon, and when the specific gravity of stiffness is between 0.52 and 0.63, the displacement angle between the first floor and the second floor of the falling structure is close to that of the upper layer, and is the floor with the largest displacement angle between the layers. (2) the beam hinge of each model is well developed, and the outlet hinge of column end is less, all of them are "Liang Zhu mixed hinge" mode. When the specific gravity of the bottom stiffness is small, the hinge appears at the bottom of the lower grounding column and the end of the ground column of the upper layer of the cantonment, and with the increase of the proportion of the bottom stiffness, the hinge of the column is concentrated towards the end of the ground column of the upper layer of the cantonment. (3) from the hysteretic curve of the end column hinge in the upper earthing, it can be seen that with the decrease of the proportion of the bottom stiffness, the ductility demand of the upper earthing middle column increases gradually. (4) when the proportion of bottom stiffness decreases, the displacement ductility coefficient of each grounding column on the first floor increases. When the specific gravity of the bottom stiffness is about 0.3, the displacement ductility coefficient is close to the limit of displacement ductility ratio under ground motion. It is suggested that when the proportion of the bottom stiffness is less than 0.3, it is advisable to increase the seismic grade of the first floor grounding column.
【學(xué)位授予單位】：華南理工大學(xué)
【學(xué)位級(jí)別】：碩士
【學(xué)位授予年份】：2013
【分類號(hào)】：TU313

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