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  本文選題：方鋼管混凝土框架 + 薄鋼板剪力墻�。� 參考：《西安建筑科技大學(xué)》2013年碩士論文

【摘要】：在梁柱剛接的框架-薄鋼板剪力墻結(jié)構(gòu)中，受壓邊柱是其關(guān)鍵的受力構(gòu)件之一，決定著框架-薄鋼板剪力墻的受力性能和破壞形態(tài)。本文基于框架-薄鋼板剪力墻的理想破壞機制，根據(jù)梁、柱塑性鉸位置，推導(dǎo)了薄鋼板剪力墻邊緣構(gòu)件的計算公式，給出了薄鋼板剪力墻、梁和柱之間的強度關(guān)系式�；谏鲜龉皆O(shè)計了3榀單跨兩層方鋼管混凝土框架-薄鋼板剪力墻足尺模型。采用大型通用非線性有限元軟件ABAQUS6.10對分析模型進行了非線性數(shù)值分析。結(jié)果表明，頂梁能為單側(cè)拉力場提供足夠的抗彎承載力，防止頂梁跨中形成塑性鉸；各層薄鋼板剪力墻承擔的側(cè)向荷載基本相同，表明上述計算公式確定的邊緣構(gòu)件能夠為薄鋼板剪力墻提供足夠的錨固強度，有效控制受壓柱的塑性鉸位置，防止柱中部形成塑性鉸，使框架-薄鋼板剪力墻實現(xiàn)理想的破壞機制，即薄鋼板剪力墻全部屈服，梁端和柱底形成塑性鉸。 為了研究方鋼管混凝土框架-薄鋼板剪力墻的受力性能，采用非線性有限元軟件ABAQUS6.10對其受力機理、破壞機制、極限承載力、剛度、剪力分配和柱子的受力特征進行了研究。結(jié)果表明：分析模型實現(xiàn)了理想的破壞機制，即“弱板強框架，強柱弱梁”，達到雙重抗震設(shè)防的目的；雖然梁端和柱底形成了塑性鉸，但框架-薄鋼板墻仍然能夠繼續(xù)承擔側(cè)向荷載，極限承載力下降緩慢。當肋板剛度比為32時，十字加勁肋能夠提高薄鋼板剪力墻的彈性屈曲荷載、極限承載力和初始剛度；在初始剪力分配中，薄鋼板墻承擔的剪力約占78%，，在極限荷載剪力分配中，薄鋼板墻承擔的剪力約占60%；由于薄鋼板墻拉力場的作用，方鋼管柱壁與混凝土產(chǎn)生了分離。
[Abstract]:In the frame-thin steel plate shear wall structure with Liang Zhu rigid connection, the beam-pressed column is one of the key members, which determines the mechanical behavior and failure pattern of the frame-thin steel plate shear wall. Based on the ideal failure mechanism of frame-thin steel plate shear wall and according to the plastic hinge position of beam and column, this paper deduces the calculation formula of the edge member of thin steel plate shear wall, and gives the strength relation between thin steel plate shear wall, beam and column. Based on the above formula, three full-scale models of single-span and two-story concrete filled steel tube frame-thin steel plate shear wall are designed. The nonlinear numerical analysis of the model is carried out with Abaqus 6.10, a general nonlinear finite element software. The results show that the top beam can provide enough flexural bearing capacity for the unilateral tensile force field to prevent plastic hinge from forming in the span of the top beam, and the lateral load of the thin steel plate shear wall is basically the same. It is shown that the edge member determined by the above calculation formula can provide enough anchoring strength for the thin steel plate shear wall, effectively control the plastic hinge position of the compressed column, and prevent the plastic hinge from forming in the middle of the column. The ideal failure mechanism of the frame-thin steel plate shear wall is realized, that is, the thin steel plate shear wall yielding completely and the beam end and column bottom forming plastic hinge. In order to study the mechanical behavior of concrete-filled square steel tube frame-thin steel plate shear wall, a nonlinear finite element software Abaqus 6.10 was used to study the mechanical mechanism, failure mechanism, ultimate bearing capacity, stiffness, shear force distribution and stress characteristics of columns. The results show that the analytical model realizes the ideal failure mechanism, that is, "weak plate strong frame, strong column and weak beam", which achieves the purpose of double seismic fortification, although plastic hinge is formed at the end of beam and column bottom. However, the frame-thin steel plate wall can continue to bear lateral load, and the ultimate bearing capacity decreases slowly. When the stiffness ratio of ribbed plate is 32, cross stiffener can improve the elastic buckling load, ultimate bearing capacity and initial stiffness of thin steel plate shear wall. The shear force of thin steel plate wall is about 60, and the square steel pipe column wall is separated from concrete because of the force field of thin steel plate wall.
【學(xué)位授予單位】：西安建筑科技大學(xué)
【學(xué)位級別】：碩士
【學(xué)位授予年份】：2013
【分類號】：TU398

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