本文選題：連續(xù)倒塌 + 混凝土結(jié)構(gòu)��； 參考：《天津大學(xué)》2014年博士論文

【摘要】：結(jié)構(gòu)連續(xù)倒塌是由于偶然意外荷載等產(chǎn)生的結(jié)構(gòu)局部破壞，并導(dǎo)致結(jié)構(gòu)破壞向其他部分發(fā)展，最終導(dǎo)致結(jié)構(gòu)大范圍倒塌。由于初始破壞無(wú)法預(yù)測(cè)，本研究的目的不是如何控制或削弱初始破壞，而是在初始破壞發(fā)生的情況下，判斷結(jié)構(gòu)發(fā)生連續(xù)倒塌的可能性，以及提出結(jié)構(gòu)抵抗連續(xù)倒塌的措施。 本文以規(guī)則建筑和不規(guī)則建筑為結(jié)構(gòu)模型，采用替代路徑法對(duì)其抗連續(xù)倒塌能力進(jìn)行了評(píng)價(jià)，在此基礎(chǔ)上提出了多種抗連續(xù)倒塌措施，主要研究?jī)?nèi)容及結(jié)論如下： 1、對(duì)于規(guī)則混凝土結(jié)構(gòu)，結(jié)構(gòu)中上層單柱失效比結(jié)構(gòu)底層相同位置單柱失效引發(fā)結(jié)構(gòu)連續(xù)倒塌的風(fēng)險(xiǎn)較高。底層（或中上部樓層）角柱或中上部樓層長(zhǎng)邊邊柱失效都會(huì)引發(fā)結(jié)構(gòu)自上而下的連續(xù)倒塌，內(nèi)柱或短邊邊柱失效不會(huì)引發(fā)結(jié)構(gòu)的連續(xù)倒塌。 2、按照DoD2010中動(dòng)力放大系數(shù)進(jìn)行非線性靜力分析能較好的反映單柱失效瞬時(shí)結(jié)構(gòu)的響應(yīng)，而無(wú)法反映塑性鉸的發(fā)展過(guò)程以及豎向位移的最終結(jié)果。 3、在豎向承重構(gòu)件失效情況下，X型拉結(jié)可以為結(jié)構(gòu)提供替代荷載傳遞路徑，有效減小柱失效瞬時(shí)結(jié)構(gòu)的位移，抑制部分結(jié)構(gòu)變形的發(fā)展，提高結(jié)構(gòu)的抗連續(xù)倒塌能力。DoD2010中樓板內(nèi)布置拉結(jié)有利于發(fā)揮樓板的薄膜效應(yīng)，優(yōu)于DoD2005中沿著梁布置水平拉結(jié)。后兩種拉結(jié)方案對(duì)單柱失效瞬時(shí)節(jié)點(diǎn)豎向位移的影響不太顯著，但能有效地抑制結(jié)構(gòu)變形的進(jìn)一步發(fā)展，具有一定的抗連續(xù)倒塌能力，但效果不如X型拉結(jié)顯著。 4、對(duì)于L型不規(guī)則混凝土結(jié)構(gòu)，首層外凸角處角柱失效比首層內(nèi)凹角處角柱失效更容易引發(fā)結(jié)構(gòu)的連續(xù)倒塌。在首層兩個(gè)外柱同時(shí)失效情況下，梁、柱破壞，樓板發(fā)生坍塌，，豎向位移呈加速增大的趨勢(shì)，結(jié)構(gòu)發(fā)生連續(xù)倒塌。首層內(nèi)凹角處雙柱失效后，相鄰樓板容易發(fā)生墜落，從而引發(fā)局部連續(xù)倒塌，但破壞程度不及兩個(gè)外柱失效工況。 5、對(duì)于L型不規(guī)則混凝土結(jié)構(gòu)，在頂層增加鋼桁架可以提高結(jié)構(gòu)的整體性，增強(qiáng)結(jié)構(gòu)在局部破壞后的荷載重分布能力，從而提高其抗連續(xù)倒塌性能。增加梁柱配筋可以提高構(gòu)件的強(qiáng)度，降低豎向承重構(gòu)件失效的風(fēng)險(xiǎn)，同時(shí)降低結(jié)構(gòu)在單柱失效情況發(fā)生連續(xù)倒塌的風(fēng)險(xiǎn)，但其效果不及在頂層增加鋼桁架。
[Abstract]:The continuous collapse of the structure is caused by accidental and accidental loads, which leads to the development of the structure to other parts, and finally to the collapse of the structure on a large scale. Because the initial failure can not be predicted, the purpose of this study is not to control or weaken the initial failure, but to judge the possibility of continuous collapse of the structure under the condition of the initial failure, and to put forward the measures to resist the continuous collapse of the structure. In this paper, taking regular building and irregular building as structural model, the ability to resist continuous collapse is evaluated by alternative path method. On this basis, several measures to resist continuous collapse are put forward. The main research contents and conclusions are as follows: 1. For regular concrete structures, the risk of continuous collapse caused by single column failure in upper layer is higher than that in the same position at the bottom of the structure. Failure of the bottom (or upper floor) corner column or the long side column of the upper and middle floor will cause the continuous collapse of the structure from top to bottom, while the failure of the inner column or the short edge column will not cause the continuous collapse of the structure. 2. The nonlinear static analysis based on the dynamic magnification factor in DoD2010 can well reflect the response of a single column failure instantaneous structure, but can not reflect the development process of plastic hinge and the final result of vertical displacement. 3. Under the failure condition of vertical load-bearing member, the X-type tie can provide alternative load transfer path for the structure, reduce the displacement of the instantaneous structure of column failure effectively, and restrain the development of partial structural deformation. To improve the continuous collapse resistance of the structure. In DoD2010, the layout of the floor is advantageous to exert the thin film effect of the floor, which is superior to the horizontal tie along the beam arrangement in DoD2005. The latter two schemes have little effect on the vertical displacement of single column failure instant joints, but they can effectively restrain the further development of structural deformation and have a certain ability to resist continuous collapse, but the effect is not as significant as that of X-type joints. 4. For L-type irregular concrete structure, the failure of corner column at the outer convex corner of the first layer is more likely to cause the continuous collapse of the structure than the failure of the corner column at the inner concave corner of the first story. In the case of simultaneous failure of two external columns on the first floor, the beam and column are destroyed, the floor collapses, the vertical displacement increases rapidly, and the structure collapses continuously. After the failure of the two columns at the inner concave corner of the first floor, the adjacent slabs are prone to fall, thus causing local continuous collapse, but the degree of failure is less than that of the two external columns. 5. For L-type irregular concrete structures, adding steel truss to the top floor can improve the integrity of the structure and enhance the load redistribution ability of the structure after local failure, thus improving its continuous collapse resistance. Increasing Liang Zhu reinforcement can increase the strength of the members and reduce the risk of failure of vertical load-bearing members, and reduce the risk of continuous collapse of the structure in single column failure, but its effect is not as good as adding steel truss on the top floor.
【學(xué)位授予單位】：天津大學(xué)
【學(xué)位級(jí)別】：博士
【學(xué)位授予年份】：2014
【分類號(hào)】：TU312.3

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本文編號(hào)：1980932