本文關(guān)鍵詞：考慮土—結(jié)構(gòu)相互作用的鋼筋混凝土框架結(jié)構(gòu)地震倒塌破壞仿真分析　出處：《遼寧工程技術(shù)大學(xué)》2013年博士論文　論文類(lèi)型：學(xué)位論文

  更多相關(guān)文章： 鋼筋混凝土 土-結(jié)構(gòu)動(dòng)力相互作用 框架結(jié)構(gòu) 地震倒塌破壞 仿真分析

【摘要】：鋼筋混凝土框架結(jié)構(gòu)的抗震研究大多采用剛性地基假定，沒(méi)有充分考慮土層對(duì)地震波的過(guò)濾和放大效應(yīng)，同時(shí)對(duì)上部結(jié)構(gòu)的地震反應(yīng)分析主要集中在彈塑性變形階段，真正實(shí)現(xiàn)對(duì)結(jié)構(gòu)發(fā)生破壞以后的研究較少，因此進(jìn)行考慮土-結(jié)構(gòu)相互作用的鋼筋混凝土框架結(jié)構(gòu)倒塌破壞分析和研究具有一定的重要性和實(shí)際意義。 本文通過(guò)對(duì)大量相關(guān)文獻(xiàn)的概括總結(jié)，評(píng)述了國(guó)內(nèi)外對(duì)鋼筋混凝土框架結(jié)構(gòu)倒塌研究的現(xiàn)狀與發(fā)展水平，對(duì)結(jié)構(gòu)地震反應(yīng)分析的數(shù)值方法進(jìn)行歸納總結(jié)，基于結(jié)構(gòu)抗震理論確定了動(dòng)力相互作用體系的分析模型。在研究土體材料和鋼筋混凝土材料本構(gòu)模型的基礎(chǔ)上，確定適合土-結(jié)構(gòu)動(dòng)力相互作用體系地震倒塌分析的材料本構(gòu)模型，特別是在鋼筋混凝土材料模型中引入損傷破壞限值，利用LS-DYNA軟件中的Mat_Concrete_Damage材料模型及Erosion算法，以綜合考慮混凝土材料的損傷軟化、應(yīng)變率效應(yīng)、斷裂失效等多種特性，模擬鋼筋混凝土材料在地震作用下的破壞情況。通過(guò)閱讀大量文獻(xiàn)，確定出適合于倒塌破壞研究的各種材料模型參數(shù)。 建立土-結(jié)構(gòu)動(dòng)力相互作用體系的有限元分析方案。通過(guò)合理的選取單元，輸入地震動(dòng)參數(shù)及考慮重力等因素的影響，建立了剛性地基及考慮土-結(jié)構(gòu)動(dòng)力相互作用的鋼筋混凝土框架結(jié)構(gòu)三維動(dòng)力有限元分析模型。利用仿真程序模擬得到的裂縫分布及破壞過(guò)程與振動(dòng)臺(tái)試驗(yàn)的結(jié)果十分吻合，證明用LS-DYNA軟件對(duì)鋼筋混凝土框架結(jié)構(gòu)進(jìn)行倒塌破壞研究是可行的。通過(guò)對(duì)剛性地基條件與考慮土-結(jié)構(gòu)相互作用兩種情況下框架結(jié)構(gòu)從變形、開(kāi)裂直至最終倒塌的全過(guò)程進(jìn)行對(duì)比分析，得出如下主要結(jié)論： （1）剛性地基條件下五層、十層、十五層框架結(jié)構(gòu)的各個(gè)樓層加速度峰值在不同剛度條件下沿高度的變化趨勢(shì)大致相同。頂層加速度峰值隨結(jié)構(gòu)剛度的增大而增大，結(jié)構(gòu)的層數(shù)越多，頂層加速度峰值相對(duì)地面的放大系數(shù)越大； （2）剛性地基條件下結(jié)構(gòu)首個(gè)破壞點(diǎn)出現(xiàn)的時(shí)間隨剛度的增大有所延遲。在相同剛度條件下，，層數(shù)越多結(jié)構(gòu)破壞越快。五層框架結(jié)構(gòu)的初始破壞點(diǎn)均出現(xiàn)在底層邊框架的梁底柱邊，十層和十五層框架結(jié)構(gòu)的首個(gè)破壞點(diǎn)則出現(xiàn)在結(jié)構(gòu)的上部樓層，這主要是由于結(jié)構(gòu)高振型的影響； （3）土-結(jié)構(gòu)動(dòng)力相互作用體系的自振頻率低于剛性地基時(shí)結(jié)構(gòu)的自振頻率，且硬土地基時(shí)體系的自振頻率高于軟土地基。相對(duì)于剛性地基條件，水平加速度峰值沿樓層的變化更加均勻，加速度峰值在大多數(shù)樓層有所折減，但在十層和十五層框架結(jié)構(gòu)中個(gè)別樓層也出現(xiàn)了折減系數(shù)大于1的情況，因而剛性地基假定下結(jié)構(gòu)的抗震設(shè)計(jì)并不一定安全； （4）土-結(jié)構(gòu)相互作用體系相比剛性地基出現(xiàn)破壞點(diǎn)的時(shí)間有所延遲，同時(shí)硬土地基條件下的多數(shù)結(jié)構(gòu)破壞點(diǎn)出現(xiàn)的時(shí)間早于軟土地基，說(shuō)明軟土地基時(shí)相互作用的效果比較明顯。上部結(jié)構(gòu)的初始破壞位置均出現(xiàn)在框架底層的梁底柱邊，與剛性地基的情況不完全一致。裂縫情況與剛性地基時(shí)相比發(fā)展的要少一些，同時(shí)體系在輸入地震波后，發(fā)生了整體沉降的現(xiàn)象，在軟土地基條件下沉降更為嚴(yán)重； （5）在地震作用下所有模型結(jié)構(gòu)的各層梁柱交替發(fā)生破壞，屬于混合倒塌機(jī)制。下部樓層破壞較為嚴(yán)重，這主要是由于下部結(jié)構(gòu)承受了相對(duì)較大的重力荷載。同時(shí)隨著剛度的增大，結(jié)構(gòu)底部的破壞范圍向上層逐漸擴(kuò)大。這是因?yàn)閺?qiáng)震作用下剛度較小的結(jié)構(gòu)下部樓層發(fā)生破壞的時(shí)刻較早，而結(jié)構(gòu)下部的破壞消耗了一部分地震能，減緩了地震對(duì)上部結(jié)構(gòu)的作用。
[Abstract]:The seismic responses of reinforced concrete frame structures are mostly assumed by rigid foundation , and the filtering and amplification effects of the soil layer on seismic waves are not fully taken into consideration . At the same time , the seismic response analysis of the superstructure is mainly concentrated in the elastic - plastic deformation stage , so that the research on the failure of the structure is less . Therefore , the analysis and research of the collapse failure of the reinforced concrete frame structure considering the soil - structure interaction are of great importance and practical significance . In this paper , the present situation and development level of the research on the collapse of reinforced concrete frame structures are summarized in this paper , and the numerical methods of structural seismic response analysis are summarized . Based on the structural seismic theory , the constitutive model of the dynamic interaction system is determined . Based on the research of the constitutive model of the soil material and reinforced concrete material , the damage condition of the reinforced concrete material under earthquake is determined by using the Mat _ Concrete _ Damage material model and the algorithm of the LS - DYNA software . The finite element analysis method of soil - structure dynamic interaction system is established . The three - dimensional dynamic finite element analysis model of reinforced concrete frame structure with rigid foundation and considering soil - structure dynamic interaction is established through reasonable selection unit , input ground motion parameters and considering the influence of gravity and other factors . ( 1 ) The peak acceleration peaks of five , ten and fifteen frame structures under rigid foundation condition are about the same in height under different stiffness conditions . The peak acceleration peak increases with the increase of structural rigidity , and the more layers the structure has , the greater the amplification factor of the peak acceleration peak relative to the ground ; ( 2 ) The time of the first failure point of the structure under the rigid foundation condition is delayed with the increase of rigidity . Under the same stiffness condition , the more the structural damage is . The initial failure point of the five - story frame structure appears on the bottom pillar side of the bottom side frame , and the first failure point of the ten - layer and fifteen - layer frame structure appears on the upper floor of the structure , which is mainly due to the influence of the high - mode shape of the structure ; ( 3 ) The self - oscillation frequency of the soil - structure dynamic interaction system is lower than that of the rigid foundation , and the self - vibration frequency of the system is higher than that of the soft soil foundation . Compared with the rigid foundation condition , the peak of the horizontal acceleration is more uniform along the change of the floor , and the acceleration peak is reduced in most floors , but the seismic design of the rigid foundation assumes that the anti - seismic design of the lower structure is not necessarily safe ; ( 4 ) The time of the soil - structure interaction system is delayed compared with that of the rigid foundation , and the time of most structural damage points under the condition of hard soil foundation is earlier than that of the soft soil foundation , so that the interaction effect of the soft soil foundation is obvious . The initial failure position of the upper structure is not completely consistent with the condition of the rigid foundation . ( 5 ) The failure of each layer beam column of all model structures under the action of earthquake belongs to a mixed collapse mechanism .

【學(xué)位授予單位】：遼寧工程技術(shù)大學(xué)
【學(xué)位級(jí)別】：博士
【學(xué)位授予年份】：2013
【分類(lèi)號(hào)】：TU375.4;TU311.3

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