钢板混凝土组合剪力墙轴心受压有限元模拟与参数分析

李璟; 卢武才

doi:10.13206/j.gjgS20062202

钢板混凝土组合剪力墙轴心受压有限元模拟与参数分析

doi: 10.13206/j.gjgS20062202

李璟,
卢武才^,

广东工业大学土木与交通工程学院, 广州 510006

详细信息

作者简介:
李璟,男,1977年出生,博士,副教授。

通讯作者:
卢武才,luwucai@vip.qq.com。

中图分类号: TU398.2
计量
- 文章访问数: 371
- HTML全文浏览量: 103
- PDF下载量: 11
- 被引次数: 0
出版历程
- 收稿日期: 2020-06-22
- 网络出版日期: 2022-01-11

Finite Element Simulation and Parametric Analysis of Composite Shear Walls with Steel Plates and Infill Concrete Under Axial Compression

Jing Li,
Wucai Lu^,

School of Civil and Transportation Engineering, Guangdong University of Technology, Guangzhou 510006, China

摘要

摘要: 以往的钢板混凝土组合剪力墙研究主要集中在其抗震性能，而对其轴压力学性能和栓钉受力特性研究较少。一方面，一些关键设计参数对墙体的极限承载力和延性的影响规律尚不明确，导致这些参数的取值难以合理地确定。另一方面，墙体中的栓钉作为抗剪连接件，可使钢板与混凝土协同工作，但在试验中栓钉的受力和变形数据难以测得。为了解决这些问题，采用ABAQUS软件建立轴压工况下组合墙的有限元模型，并利用试验研究资料检验该模型的精确性，继而考虑长高比、混凝土强度、钢板强度和栓钉强度等四个参数进行参数分析，以考察这些参数对墙体力学性能的影响。
在有限元模型中，混凝土、钢板和栓钉均采用C3D8R实体单元模拟。在混凝土本构关系中考虑了塑性损伤，钢板和栓钉的本构关系均采用二折线模型。创建刚体约束来模拟加载板，并设置两个参考点，分别位于墙体模型顶、底面的中心。将边界条件分配给两个参考点，而荷载向下施加于顶面参考点。通过初始刚度、峰值荷载和钢板局部屈曲的模拟结果验证基本有限元模型准确性，然后调节上述四个参数形成13个有限元模型，得出不同参数下墙体的荷载-位移曲线和极限荷载并进行比较分析。
结果表明，有限元模拟的荷载-位移曲线与试验结果吻合良好，而且模拟得出的钢板屈曲规律与试验现象一致，从而证实了有限元建模中采用的材料本构关系、不同材料之间的接触特性、边界条件和理论模型参数设置均合理，可供同类构件分析与设计参考。长高比、混凝土强度和钢板强度对墙体极限承载力影响较大，且极限承载力随这些参数的增大基本呈现线性增长趋势，但是栓钉强度对墙体极限承载力几乎没有影响；提高混凝土抗压强度比提高钢板强度能更有效地提高组合墙的极限承载力；当长高比取值较小时，墙体延性较好；栓钉应力集中在根部，当钢板强度和栓钉强度一致时，栓钉根部应力能基本达到其强度，其抗剪性能发挥较充分。
- 钢板混凝土组合墙 /
- 栓钉 /
- 轴心受压 /
- 有限元 /
- 参数分析
Abstract: The previous researches on composite shear walls with steel plates and infill concrete mainly focused on their seismic performance, but few researches on their axial compressive performance and stud stress characteristics. Also, the influences of some key design parameters on the ultimate bearing capacity and ductility of the wall are still unclear, which makes it difficult to determine the values of these parameters reasonably. On the other hand, the studs in the wall are used as shear connectors, which can make the steel plate and concrete work together, but the stress and deformation data of the studs are difficult to measure in the experiment. In order to solve these problems, the ABAQUS software is used to establish a finite element model of the composite wall under axial compression, and the accuracy of the model is verified by experimental data. Further, the aspect ratio, concrete strength, steel plate strength and stud strength are considered, and the parametric analyses are carried out to investigate the influences of these parameters on the mechanical properties of the wall.
In the finite element model, the concrete, steel plates and studs are simulated by C3D8R solid elements. Plastic damage is considered in the constitutive relationship of concrete, and the broken-line model is used as the constitutive relationship for steel plate and stud. A rigid body constraint is created to simulate the loading plate, and two reference points are set at the centers of the top and bottom of the wall model respectively. Then, the boundary conditions are assigned to the two reference points, and the load is applied downward to the top reference point. The accuracy of the basic finite element model is verified by the simulation results of initial stiffness, peak load and local buckling of steel plate, and then the four parameters mentioned above are adjusted to form 13 finite element models, and the load-displacement curves and ultimate loads of the walls with different parameters are obtained and compared.
The numerical results show that the load-displacement curves of the finite element simulation are in good agreement with the experimental results. Also, the local buckling of steel plate observed in the simulation is consistent with the experimental phenomenon. Therefore, the details of the finite element modeling are justified including the constitutive relationships of the materials, contact characteristics, boundary conditions and the parameter settings for the theoretical models, which can be used or referred to for the analysis and design of similar structural components. The three parameters of aspect ratio, concrete strength and steel plate strength have large influences on the ultimate bearing capacity of the wall. Also, the ultimate bearing capacity increases in an approximately linear trend with the increase of each parameter. However, the parameter of stud strength has almost no effect on the ultimate bearing capacity of the wall. Increasing the compressive strength of concrete will increase the ultimate bearing capacity of the composite wall more effectively than increasing the strength of steel plate. The smaller the aspect ratio is, the better the ductility of the wall is. Moreover, the stud stress is concentrated at the root. If the strength of steel plate is equal to that of stud, the root stress of stud will approximate its strength, and in other words, its shear resistance will be fully exerted.
- composite wall with steel plates and infill concrete /
- stud /
- axial compression /
- finite element method /
- parametric analysis

HTML全文

参考文献(24)

[1]	聂建国, 陶慕轩, 樊健生, 等. 双钢板-混凝土组合剪力墙研究新进展[J]. 建筑结构, 2011, 41(12):52-60.
[2]	卜凡民, 聂建国, 樊健生. 高轴压比下中高剪跨比双钢板-混凝土组合剪力墙抗震性能试验研究[J]. 建筑结构学报, 2013, 34(4):91-98.
[3]	Zhang K, Varma A H, Malushte S R, et al. Effect of shear connectors on local buckling and composite action in steel concrete composite walls[J]. Nuclear Engineering and Design, 2014, 269:231-239.
[4]	Qin Y, Shu G P, Zhou G G, et al. Compressive behavior of double skin composite wall with different plate thicknesses[J]. Journal of Constructional Steel Research, 2019, 157:297-313.
[5]	聂建国, 卜凡民, 樊健生. 低剪跨比双钢板-混凝土组合剪力墙抗震性能试验研究[J]. 建筑结构学报, 2011, 32(11):74-81.
[6]	朱梓健, 李俞瑜, 魏木旺, 等. 新型装配式钢板组合剪力墙轴压受力性能分析[J]. 钢结构, 2018, 33(11):87-91.
[7]	杨孝移, 徐国祯, 魏木旺, 等. 四角连接钢板剪力墙的力学性能研究[J]. 钢结构, 2018, 33(2):26-30.
[8]	刘鹏, 殷超, 李旭宇, 等. 天津高银117大厦结构体系设计研究[J]. 建筑结构, 2012, 42(3):1-9 , 19.
[9]	张有佳, 李小军, 贺秋梅, 等. 钢板混凝土组合墙体局部稳定性轴压试验研究[J]. 土木工程学报, 2016, 49(1):62-68.
[10]	张有佳, 李小军. 钢板混凝土组合墙轴压受力性能有限元分析[J]. 工程力学, 2016, 33(8):84-92.
[11]	Tao Z, Wang Z B, Yu Q. Finite element modelling of concretefilled steel stub columns under axial compression[J]. Journal of Constructional Steel Research, 2013, 89:121-131.
[12]	Tao Z, Uy B, Han L H, et al. Analysis and design of concrete-filled stiffened thin-walled steel tubular columns under axial compression[J]. Thin-Walled Structures, 2009, 47(12):1544-1556.
[13]	Lu Y Q, Kennedy D J L. The flexural behaviour of concrete-filled hollow structural sections[J]. Canadian Journal of Civil Engineering, 2011, 21(1):111-130.
[14]	Liew J Y R, Xiong D X. Experimental investigation on tubular columns infilled with ultra-high strength concrete[C]//Proceedings of the 6th International Symposium on Tubular Structures. Seoul, Korea:2011.
[15]	Lubliner J, Oliver J, Oller S, et al. A plastic-damage model for concrete[J]. International Journal of Solids and Structures, 1989, 25(3):299-326.
[16]	Lee J, Fenves G L. Plastic-damage model for cyclic loading of concrete structures[J]. Journal of Engineering Mechanics, 1998, 124(8):892-900.
[17]	Hillerborg A, Modèer M, Petersson P E. Analysis of crack formation and crack growth in concrete by means of fracture mechanics and finite elements[J]. Cement and Concrete Research, 1976, 6(6):773-781.
[18]	ACI. Building code requirements for structural concrete and commentary:ACI 318-11[S]. Michigan:American Concrete Institute, 2011.
[19]	蔡绍怀. 现代钢管混凝土结构(修订版)[M]. 北京:人民交通出版社, 2007.
[20]	Han L H, Yao G H, Tao Z. Performance of concrete-filled thinwalled steel tubes under pure torsion[J]. Thin-Walled Structures, 2007, 45(1):24-36.
[21]	李威. 圆钢管混凝土柱-钢梁外环板式框架节点抗震性能研究[D]. 北京:清华大学, 2011.
[22]	CEN. Eurocode 3:design of steel structures:part 1-5:plated structural elements:EN 1993-1-5[S]. Brussels:European Committee for Standardization, 2006.
[23]	Ding F X, Fu L, Yu Z W, et al. Mechanical performances of concrete-filled steel tubular stub columns with round ends under axial loading[J]. Thin-Walled Structures, 2015, 97:22-34.
[24]	张有佳. 核电工程钢板混凝土结构抗震性能试验与计算分析[D]. 北京:中国地震局工程力学研究所, 2014.