【摘要】：住宅產(chǎn)業(yè)化是我國住宅建設(shè)的發(fā)展方向,同時(shí)預(yù)制裝配整體式剪力墻結(jié)構(gòu)也是適合我國住宅產(chǎn)業(yè)化的一種建筑結(jié)構(gòu)體系。目前,裝配式混凝土剪力墻一般按樓層分層預(yù)制,通過一定的連接構(gòu)造將上、下層預(yù)制剪力墻板連成整體。剪力墻墻肢兩端的邊緣構(gòu)件是其重要的受力和變形部位,邊緣構(gòu)件提供剪力墻主要的承載力和延性。因此,解決裝配式剪力墻邊緣構(gòu)件的連接可靠性問題是實(shí)現(xiàn)裝配式剪力墻整體性的關(guān)鍵。筆者在閱讀大量相關(guān)文獻(xiàn)的基礎(chǔ)上,為進(jìn)一步簡化預(yù)制裝配剪力墻的水平拼接方法、提高效率和降低成本,同時(shí)為提高拼縫處的剛度和承載能力,針對現(xiàn)有一字形剪力墻“貫通”形拼縫連接方式進(jìn)行改進(jìn),提出了一種剪力墻底部左右兩側(cè)各預(yù)留高600mm、寬500mm的后澆區(qū),其他部分預(yù)制,通過預(yù)埋在上部墻體內(nèi)的通長澆筑孔澆筑混凝土至后澆區(qū)并振搗密實(shí),形成一種“凹”字形拼縫連接方法,主要完成工作和研究結(jié)論如下所述：(1)設(shè)計(jì)并制作了2片現(xiàn)澆,4片底部現(xiàn)澆預(yù)制裝配式一字形剪力墻構(gòu)件,在0.1和0.2軸壓比狀態(tài)下分別對1片現(xiàn)澆、2片預(yù)制試件進(jìn)行低周反復(fù)荷載試驗(yàn)。試驗(yàn)結(jié)果表明,現(xiàn)澆墻體的破壞集中在墻肢根部,預(yù)制墻體的破壞不僅在墻肢根部,同時(shí)底部后澆區(qū)上拼縫處混凝土表面有剝落現(xiàn)象,構(gòu)件的延性隨軸壓比的升高而降低,構(gòu)件的屈服荷載、極限承載能力隨著軸壓比的升高而增加。(2)通過觀察同一軸壓比狀態(tài)下的預(yù)制試件與現(xiàn)澆試件的裂縫開展、破壞過程及破壞形態(tài),以及從滯回曲線、骨架曲線、剛度、承載力、延性以及耗能能力等方面對其抗震性能進(jìn)行綜合評價(jià),試驗(yàn)結(jié)果表明,預(yù)制試件滯回曲線呈現(xiàn)豐滿的反“S”形,延性系數(shù)達(dá)到抗震規(guī)范要求,具有良好的抗震耗能能力,與現(xiàn)澆試件相比相差不大。(3)利用ABAQUS對在不同軸壓比狀態(tài)下的現(xiàn)澆試件、底部現(xiàn)澆預(yù)制裝配剪力墻進(jìn)行單調(diào)遞增水平力加載模擬分析,通過考慮混凝土加載過程中的損傷,直觀地再現(xiàn)試驗(yàn)過程中混凝土塑性鉸的發(fā)展情況、鋼筋的應(yīng)力應(yīng)變關(guān)系及荷載位移情況,并同試驗(yàn)情況進(jìn)行對比分析,結(jié)果表明有限元分析結(jié)果與試驗(yàn)結(jié)果表現(xiàn)接近。通過上述工作可知,預(yù)制裝配式剪力墻水平拼縫轉(zhuǎn)變?yōu)椤鞍肌弊中纹纯p,不僅提高了部分水平拼縫的位置、加強(qiáng)了連接性能,同時(shí)簡化了操作,節(jié)約了成本,具有新穎性。
[Abstract]:Housing industrialization is the development direction of housing construction in our country. At the same time prefabricated and assembled integral shear wall structure is also a kind of building structure system suitable for housing industrialization in our country. At present, prefabricated concrete shear walls are generally prefabricated by layers, and the upper and lower prefabricated shear wall panels are connected as a whole through a certain connection structure. The edge member at both ends of the shear wall limb is an important force and deformation position, and the edge member provides the main bearing capacity and ductility of the shear wall. Therefore, the key to realize the integrity of assembled shear wall is to solve the problem of reliability of connection between the edge components of assembled shear wall. On the basis of reading a large number of related documents, in order to further simplify the horizontal splicing method of prefabricated shear wall, improve the efficiency and reduce the cost, at the same time, in order to improve the stiffness and bearing capacity of the joint, In view of the improvement of the existing "through" shape joint connection of a zigzag shear wall, a kind of post-pouring area with a height of 600mm and a wide 500mm on the left and right sides of the bottom and left side of the shear wall is put forward, and the other parts are prefabricated. A "concave" zigzag joint connection method is formed by pouring concrete through long pouring holes in the upper wall into the post-pouring area and compacting with vibration. The main works and conclusions are as follows: (1) two cast-in-place four cast-in-place prefabricated one-zigzag shear wall members are designed and manufactured. Under the condition of 0.1 and 0.2 axial compression ratio, the low cycle repeated load tests were carried out on one cast-in-situ and two prefabricated specimens, respectively. The test results show that the damage of cast-in-place wall is concentrated on the root of the wall limb, and the damage of the precast wall is not only at the root of the wall, but also on the concrete surface of the joint at the bottom of the post-pouring area. The ductility of the member decreases with the increase of axial compression ratio. The yield load and ultimate bearing capacity of members increase with the increase of axial compression ratio. (2) by observing the crack development, failure process and failure form, hysteretic curve and skeleton curve of prefabricated specimens and cast-in-situ specimens under the same axial compression ratio, The stiffness, bearing capacity, ductility and energy dissipation capacity are comprehensively evaluated. The experimental results show that the hysteretic curve of the prefabricated specimen presents a full "S" shape, and the ductility coefficient reaches the requirements of the seismic code. It has good seismic energy dissipation ability, and has little difference compared with cast-in-place specimens. (3) using ABAQUS to simulate and analyze monotonously increasing horizontal force loading of cast-in-place specimens under different axial compression ratios, the bottom cast-in-place prefabricated shear walls are loaded with increasing horizontal forces. By considering the damage of concrete during loading, the development of concrete plastic hinge, the stress-strain relationship and load-displacement of steel bar are reproduced intuitively and compared with the experimental results. The results show that the finite element analysis results are close to the experimental results. Through the above work, it can be seen that the horizontal joint of prefabricated shear wall is transformed into "concave" zigzag joint, which not only improves the position of some horizontal joints, strengthens the connection performance, but also simplifies the operation, saves the cost and has the novelty.
【學(xué)位授予單位】：東南大學(xué)
【學(xué)位級別】：碩士
【學(xué)位授予年份】：2015
【分類號】：TU398.2;TU352.11

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