兩側(cè)部分連接高強混凝土鋼板組合剪力墻抗震性能研究
發(fā)布時間：2018-07-27 17:22
【摘要】：隨著社會經(jīng)濟的不斷發(fā)展,高層、超高層建筑不斷涌現(xiàn)。近年來鋼-混凝土組合結(jié)構(gòu)正逐步取代鋼筋混凝土結(jié)構(gòu)成為高層、超高層結(jié)構(gòu)的主要形式。同時伴隨著建筑高度的攀升,結(jié)構(gòu)的豎向荷載越來越大,底部構(gòu)件的尺寸也越來越大。對試件強度和剛度要求的進一步提高使得高強混凝土組合剪力墻的研究應用成為了關注的焦點。 混凝土鋼板組合剪力墻在工程應用中,型鋼邊緣構(gòu)件的封閉箍筋施工和鋼板長焊縫施工復雜費時,質(zhì)量不易保證�；谶@一問題,本文提出一種鋼板與邊緣構(gòu)件型鋼開孔分段焊接的部分連接高強混凝土鋼板組合剪力墻。完成了6片剪跨比1.0,試驗軸壓比(包含型鋼和鋼板貢獻項)0.25和0.3的高強混凝土組合剪力墻抗震性能試驗,其中2片為型鋼組合試件,4片為連接系數(shù)0.3和0.6的部分連接鋼板組合試件。通過試驗研究了不同軸壓比、不同連接系數(shù)下剪力墻的破壞形態(tài)、極限承載力、抗側(cè)剛度、變形及延性性能、滯回耗能等抗震性能。 試驗結(jié)果表明,與型鋼組合試件相比,部分連接鋼板組合試件的抗側(cè)剛度、極限承載力和滯回耗能性能明顯提高；試件變形能力也有所提高,軸壓比較大時尤為顯著。低矮剪力墻試件在加載中均以斜裂縫發(fā)展為主,其中型鋼組合試件最終發(fā)生剪切破壞,具有一定的脆性特征；部分連接鋼板組合試件最終發(fā)生彎曲屈服后的剪壓破壞,試件部分連接區(qū)沒有形成破壞薄弱區(qū),極限位移角基本大于1/100。在試驗參數(shù)范圍內(nèi),軸壓比和連接系數(shù)對試件破壞形態(tài)、承載力及變形性能影響不明顯。但部分連接開孔對墻體內(nèi)部受力狀態(tài)有一定影響,連接系數(shù)越小,部分連接段鋼板剪應力越大,部分連接區(qū)域混凝土受力越復雜,且加載后期鋼板與混凝土之間的滑移越明顯。采用有限元軟件Abaqus對部分連接鋼板組合試件進行建模分析,與試驗結(jié)果對比吻合較好；有限元分析結(jié)果表明,連接系數(shù)越小,試件對型鋼、鋼板和鋼筋混凝土的共同工作性能要求越高。綜合分析說明在連接系數(shù)不小于0.3時,通過有效的布置栓釘和拉筋可以保證鋼板和鋼筋混凝土的共同工作性能,部分連接開孔對墻體軸壓性能、抗彎承載力等影響不明顯,且可以有效實現(xiàn)低矮剪力墻的強剪弱彎設計。根據(jù)試驗及分析結(jié)果,給出了部分連接鋼板組合剪力墻的承載力及設計構(gòu)造措施建議。
[Abstract]:With the development of social economy, high-rise buildings and super-high-rise buildings are constantly emerging. In recent years, steel-concrete composite structures are gradually replacing reinforced concrete structures as the main form of high-rise and super-high-rise structures. At the same time, with the rise of building height, the vertical load of the structure is increasing, and the size of the bottom member is becoming larger and larger. The research and application of high strength concrete composite shear wall become the focus of attention due to the further improvement of the strength and stiffness of the specimen. In the engineering application of concrete steel plate composite shear wall, the construction of closed stirrups and long weld of steel plate is complicated and time-consuming, and the quality is not easy to guarantee. Based on this problem, a partially connected high strength concrete steel plate composite shear wall is proposed in this paper. The seismic behavior tests of six shear walls with shear span ratio 1.0, axial compression ratio (including steel section and steel plate contribution) 0.25 and 0.3 are completed. Two of them are composite steel plate specimens with a connection coefficient of 0.3 and 0.6. The failure mode, ultimate bearing capacity, lateral stiffness, deformation and ductility, hysteretic energy dissipation of shear wall under different axial compression ratio and different connection coefficient were studied. The experimental results show that the lateral stiffness, ultimate bearing capacity and hysteretic energy dissipation performance of the partially connected steel plate composite specimens are obviously improved compared with the section steel composite specimens, and the deformation capacity of the specimens is also improved, especially when the axial compression ratio is large. In the loading of low-rise shear wall specimens, the development of oblique cracks is the main factor, in which the shear failure of the steel composite specimens is finally occurred, which has a certain brittleness, and the shear compression failure after bending and yielding occurs in some steel plate composite specimens. There is no weak zone in the connection area of the specimen, and the limit displacement angle is more than 1 / 100. In the range of test parameters, the influence of axial compression ratio and connection coefficient on the failure mode, bearing capacity and deformation performance of the specimen is not obvious. The smaller the connection coefficient, the greater the shear stress of steel plate, and the more complex the concrete force is in part connection area, and the more obvious the slip between steel plate and concrete is in the later stage of loading. The finite element software Abaqus is used to model and analyze the composite specimens of partially connected steel plates, which is in good agreement with the test results, and the finite element analysis results show that the smaller the connecting coefficient, the better the specimen pair of sections. The higher the joint performance of steel plate and reinforced concrete is. The comprehensive analysis shows that when the connection coefficient is not less than 0.3, the joint performance of steel plate and reinforced concrete can be guaranteed by the effective arrangement of bolt and tension bar, and the influence of partial connection opening on the axial compression performance and flexural bearing capacity of the wall is not obvious. And the design of strong shear and weak bending of low shear wall can be realized effectively. According to the test and analysis results, the bearing capacity and design and construction measures of partially connected steel plate composite shear wall are given.
【學位授予單位】：中國建筑科學研究院
【學位級別】：碩士
【學位授予年份】：2013
【分類號】：TU973.31
本文編號：2148586
[Abstract]:With the development of social economy, high-rise buildings and super-high-rise buildings are constantly emerging. In recent years, steel-concrete composite structures are gradually replacing reinforced concrete structures as the main form of high-rise and super-high-rise structures. At the same time, with the rise of building height, the vertical load of the structure is increasing, and the size of the bottom member is becoming larger and larger. The research and application of high strength concrete composite shear wall become the focus of attention due to the further improvement of the strength and stiffness of the specimen. In the engineering application of concrete steel plate composite shear wall, the construction of closed stirrups and long weld of steel plate is complicated and time-consuming, and the quality is not easy to guarantee. Based on this problem, a partially connected high strength concrete steel plate composite shear wall is proposed in this paper. The seismic behavior tests of six shear walls with shear span ratio 1.0, axial compression ratio (including steel section and steel plate contribution) 0.25 and 0.3 are completed. Two of them are composite steel plate specimens with a connection coefficient of 0.3 and 0.6. The failure mode, ultimate bearing capacity, lateral stiffness, deformation and ductility, hysteretic energy dissipation of shear wall under different axial compression ratio and different connection coefficient were studied. The experimental results show that the lateral stiffness, ultimate bearing capacity and hysteretic energy dissipation performance of the partially connected steel plate composite specimens are obviously improved compared with the section steel composite specimens, and the deformation capacity of the specimens is also improved, especially when the axial compression ratio is large. In the loading of low-rise shear wall specimens, the development of oblique cracks is the main factor, in which the shear failure of the steel composite specimens is finally occurred, which has a certain brittleness, and the shear compression failure after bending and yielding occurs in some steel plate composite specimens. There is no weak zone in the connection area of the specimen, and the limit displacement angle is more than 1 / 100. In the range of test parameters, the influence of axial compression ratio and connection coefficient on the failure mode, bearing capacity and deformation performance of the specimen is not obvious. The smaller the connection coefficient, the greater the shear stress of steel plate, and the more complex the concrete force is in part connection area, and the more obvious the slip between steel plate and concrete is in the later stage of loading. The finite element software Abaqus is used to model and analyze the composite specimens of partially connected steel plates, which is in good agreement with the test results, and the finite element analysis results show that the smaller the connecting coefficient, the better the specimen pair of sections. The higher the joint performance of steel plate and reinforced concrete is. The comprehensive analysis shows that when the connection coefficient is not less than 0.3, the joint performance of steel plate and reinforced concrete can be guaranteed by the effective arrangement of bolt and tension bar, and the influence of partial connection opening on the axial compression performance and flexural bearing capacity of the wall is not obvious. And the design of strong shear and weak bending of low shear wall can be realized effectively. According to the test and analysis results, the bearing capacity and design and construction measures of partially connected steel plate composite shear wall are given.
【學位授予單位】：中國建筑科學研究院
【學位級別】：碩士
【學位授予年份】：2013
【分類號】：TU973.31
【參考文獻】
相關期刊論文 前10條
1 韋芳芳;查斌;趙海波;馬欣;;雙層鋼板混凝土組合剪力墻的抗剪性能(英文)[J];Journal of Southeast University(English Edition);2012年01期
2 郭彥林;陳國棟;繆友武;;加勁鋼板剪力墻彈性抗剪屈曲性能研究[J];工程力學;2006年02期
3 郭彥林,董全利;鋼板剪力墻的發(fā)展與研究現(xiàn)狀[J];鋼結(jié)構(gòu);2005年01期
4 侯蕾;孫彤;郝際平;董子建;;十字加勁肋鋼板剪力墻低周反復荷載的試驗[J];鋼結(jié)構(gòu);2006年02期
5 吳杰;陳麟;吳珊瑚;;新型高強混凝土組合剪力墻受剪性能研究[J];廣州大學學報(自然科學版);2012年01期
6 左曉寶,戴自強,李硯波;改善高強混凝土剪力墻抗震性能的試驗研究[J];工業(yè)建筑;2001年06期
7 孫香花;左曉寶;;低周反復荷載作用下帶豎縫高強混凝土剪力墻承載力研究[J];工業(yè)建筑;2006年07期
8 陶松平;姜維山;梁興文;;高強混凝土剪力墻受彎承載力研究[J];工業(yè)建筑;2008年S1期
9 李國強，張曉光，，沈祖炎;鋼板外包混凝土剪力墻板抗剪滯回性能試驗研究[J];工業(yè)建筑;1995年06期
10 郭蘭慧;馬欣伯;張素梅;;兩邊連接鋼板混凝土組合剪力墻端部構(gòu)造措施試驗研究[J];工程力學;2012年08期
本文編號：2148586
本文鏈接：http://sikaile.net/kejilunwen/sgjslw/2148586.html
