现浇边缘构件的装配整体式齿槽剪力墙抗震性能试验研究

初明进; 熊赅博; 刘继良; 李祥宾; 曹春利

doi:10.6052/j.issn.1000-4750.2022.02.0152

现浇边缘构件的装配整体式齿槽剪力墙抗震性能试验研究

doi: 10.6052/j.issn.1000-4750.2022.02.0152

1.
北京建筑大学北京未来城市设计高精尖创新中心，北京 100044
2.
大连理工大学土木工程学院，辽宁，大连 116024

基金项目: 北京市自然科学基金项目(8222012)；国家自然科学基金项目(51778034)

详细信息

作者简介:
熊赅博(1997−)，男，重庆人，硕士生，主要从事装配式混凝土结构研究(E-mail: xgb812xgb@163.com)

刘继良(1988−)，男，山东人，博士生，主要从事新型结构与新材料结构研究(E-mail: lianglju@163.com)

李祥宾(1994−)，男，山东人，硕士生，主要从事装配式混凝土结构研究(E-mail: lixiangin@126.com)

曹春利(1995−)，男，黑龙江人，硕士生，主要从事装配式混凝土结构研究(E-mail: 851615436@qq.com)

通讯作者:
初明进(1973−)，男，山东人，教授，博士，博导，主要从事装配式混凝土结构研究(E-mail: chumingjin@bucea.edu.cn)

中图分类号: TU973+.16；TU375
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- 被引次数: 0
出版历程
- 收稿日期: 2022-02-16
- 修回日期: 2022-07-09
- 网络出版日期: 2022-07-29
- 刊出日期: 2023-11-25

EXPERIMENTAL STUDY ON SEISMIC BEHAVIOR OF ASSEMBLED SERRATE-EDGES MONOLITHIC SHEAR WALL WITH CAST-IN-PLACE BOUNDARY ELEMENTS

1.
Beijing Advanced Innovation Center for Future Urban Design, Beijing University of Civil Engineering and Architecture, Beijing 100044, China
2.
School of Civil Engineering, Dalian University of Technology, Dalian, Liaoning 116024, China

摘要

摘要: 为研究装配整体式齿槽剪力墙的抗震性能及竖向接缝性能，对1片现浇剪力墙和3片齿槽剪力墙进行了拟静力试验，变化参数包括轴压比和剪跨比。试验结果表明：墙体发生弯曲破坏，齿槽剪力墙与现浇剪力墙承载力和刚度基本相当，具有良好的抗震性能，可满足“等同现浇”的性能需求；位移角为1/1000时，齿槽剪力墙竖向接缝保持完好；位移角大于1/500时，竖向接缝两侧墙体发生竖向错动变形。齿槽剪力墙滞回曲线饱满，位移延性系数大于5，具有良好的变形能力；提高轴压比、降低剪跨比，加速了竖向接缝开裂并促进竖缝两侧相对变形的发展；改变轴压比和剪跨比对齿槽剪力墙承载力和变形性能的影响规律与现浇剪力墙相同；较高轴压力作用时，墙体破坏集中于竖向插筋孔区域形成竖向裂缝，墙角压溃区域减小。采用ABAQUS软件进行有限元分析，模拟骨架曲线及破坏形态与试验结果吻合良好；改变轴压比、剪跨比对墙体性能的影响与试验结果一致，增加横向槽孔尺寸、减少横向槽孔内侧尺寸，对墙体力学性能基本无影响。
- 装配整体式齿槽剪力墙 /
- 竖向接缝 /
- 抗震性能 /
- 轴压比 /
- 剪跨比
Abstract: In order to study the seismic performance and the mechanical behavior of vertical joint of assembled serrate-edges monolithic shear wall, one cast-in-place concrete shear wall and three new type shear walls were conducted by quasi-static tests, whose variable parameters include axial compression ratio and shear span ratio. The results show that: all specimens are flexural failure modes, and the flexural capacity and stiffness of the serrate-edges monolithic shear wall are equivalent to these of cast-in-place concrete shear wall. It can be proved that serrate-edges monolithic shear wall has good seismic performance, which can satisfy the design concept of ‘being equivalent to cast-in-place counterparts’. The vertical joints keep intact when the displacement angle is 1/1000, and the sliding deformation of the vertical joints occurred when the displacement angle is greater than 1/500. The hysteretic curve of assembled serrate-edges monolithic shear wall is full, and the displacement ductility coefficient is greater than 5, which can be proved that the new type shear wall has good deformation performance. Increasing the axial compression ratio and reducing the shear span ratio expedite crack propagation of vertical joints and the development trends of relative deformation between each side of the vertical joints. Changing these parameters, the influence law of flexural and deformation capacity of the serrate-edges monolithic shear wall is the same as that of cast-in-place shear wall. Under high axial compression, the failure region is concentrated in the vicinity of dowel hole, forming vertical cracks, and the collapse area is reduced at the toe of the shear wall. The numerical analysis was carried out by ABAQUS. The skeleton curve and failure morphology are in accordance with the test results. The effect of axial compression ratio and shear span ratio on the wall performance is consistent with the test. Increasing the size of the transverse slot and reducing the inner size of the transverse groove have little effect on the mechanical properties of the walls.
- assembled serrate-edges monolithic shear wall /
- vertical joint /
- seismic performance /
- axial compression ratio /
- shear span ratio

HTML全文

图 1 横向盲孔剪力墙的预制墙板

Figure 1. Panels of precast shear wall with covert holes

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图 2 试件尺寸　/mm

Figure 2. Specimen size

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图 3 盲孔预制墙构造　/mm

Figure 3. Structure of precast shear wall with covert holes

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图 4 试件CW-01配筋　/mm

Figure 4. Reinforcement of specimen CW-01

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图 5 齿槽剪力墙试件配筋　/mm

Figure 5. Reinforcement of the serrate-edges monolithic wall

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图 6 试验加载装置

Figure 6. Test loading device

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图 7 试验加载装置示意图

Figure 7. Test loading device schematic diagram

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图 8 位移计测点布置

Figure 8. Arrangement of displacement meters

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图 9 应变测点布置

Figure 9. Arrangement of strain gauges

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图 10 试件屈服时破坏形态

Figure 10. Failure mode of specimens at yield point

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图 11 试件峰值时破坏形态

Figure 11. Failure mode of specimens at peak point

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图 12 试件极限时破坏形态

Figure 12. Failure mode of specimens at ultimate point

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图 13 顶点水平力-位移滞回曲线

Figure 13. Load-displacement hysteresis loop

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图 14 骨架曲线

Figure 14. Skeleton curve

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图 15 试件刚度对比

Figure 15. Stiffness comparison of specimens

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图 16 θ-δ_x曲线

Figure 16. θ-δ_x curve

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图 17 θ-δ_y曲线

Figure 17. θ-δ_y curve

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图 18 试件耗能对比

Figure 18. Energy consumption comparison of specimens

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图 19 各试件水平钢筋应变-荷载曲线

Figure 19. Horizontal reinforcement strain-load curve of specimens

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图 20 各试件纵筋应变-荷载曲线

Figure 20. Longitudinal reinforcement strain-load curve of specimens

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图 21 荷载-位移曲线

Figure 21. Load-displacement curve

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图 22 模型FCW-2.0破坏形态对比

Figure 22. Failure mode comparison of model FCW-2.0

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图 23 模型FCW-2.0N破坏形态对比

Figure 23. Failure mode comparison of model FCW-2.0N

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图 24 模型FCW-1.5破坏形态对比

Figure 24. Failure mode comparison of model FCW-1.5

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图 25 不同轴压比模型的荷载-位移曲线

Figure 25. Load-displacement curves of models with different axial compression ratio

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图 26 不同剪跨比模型的荷载-位移曲线

Figure 26. Load-displacement curves of models with different shear span ratio

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图 27 模型FCW-1.0破坏形态对比

Figure 27. Failure mode of model FCW-1.0

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图 28 模型FCW-2.0K系列示意图　/mm

Figure 28. Model FCW-2.0K series

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图 29 不同横向槽孔尺寸模型的荷载-位移曲线

Figure 29. Load-displacement curves of models with different transverse groove size

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图 30 模型FCW-2.0T截面图　/mm

Figure 30. Model FCW-2.0T section diagram

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图 31 不同横向槽孔构造模型的荷载-位移曲线

Figure 31. Load-displacement curves of models with different transverse groove structure

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表 1 试件设计参数

Table 1. Design parameters of specimens

试件编号	轴压比	轴压力N/kN	剪跨比
CW-01	0.15	1343.4	2.0
FCW-2.0	0.15	1295.1	2.0
FCW-2.0N	0.25	2195.9	2.0
FCW-1.5	0.15	1350.1	1.5

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表 2 混凝土的材料性能

Table 2. Material properties of concrete

试件编号	预制混凝土	现浇混凝土
试件编号	f_cup,m/MPa	f_cuc,m/MPa
CW-01	−	39.28
FCW-2.0	40.62	36.48
FCW-2.0N	42.58	36.48
FCW-1.5	39.75	39.34
注：f_cup,m、f_cuc,m分别为预制和现浇混凝土立方体抗压强度平均值。

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表 3 钢筋的力学性能

Table 3. Mechanical properties of reinforcement

钢筋型号	屈服强度f_y/MPa	抗拉强度f_u/MPa	伸长率δ/(%)
8	465.28	640.15	14.10
12	509.53	682.42	13.39
14	408.39	585.04	14.04
16	400.25	531.03	13.05
25	415.41	555.05	14.64

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表 4 试件屈服点、峰值点、破坏点的特征值

Table 4. Characteristic values of yield, peak and failure point of specimens

试件编号	加载方向	屈服点		峰值点		破坏点	Δ_y /H	Δ_m /H	Δ_u /H	μ
试件编号	加载方向	P_y/kN	Δ_y/mm	P_m/kN	Δ_m/mm	Δ_u/mm	Δ_y /H	Δ_m /H	Δ_u /H	μ
CW-01	推	440	7.32	554	39.36	64.73	1/375	1/76	1/45	8.4
	拉	537	8.67	662	39.94	70.10
	平均	489	8.00	608	39.65	67.42
FCW-2.0	推	452	9.18	555	39.42	66.58	1/306	1/76	1/45	6.9
	拉	529	10.41	628	39.69	67.62
	平均	491	9.80	592	39.56	67.10
FCW-2.0N	推	506	9.12	647	30.20	51.21	1/301	1/85	1/56	5.4
	拉	662	10.82	795	40.08	56.98
	平均	584	9.97	721	35.14	54.10
FCW-1.5	推	611	6.65	750	22.48	54.72	1/284	1/75	1/40	7.2
	拉	646	9.22	805	37.61	58.93
	平均	629	7.94	778	30.05	56.83

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表 5 接缝位置相对变形

Table 5. Relative deformation of joint position

试件编号	模拟		试验
试件编号	水平δ_x/mm	竖向 δ_y/mm	水平δ_x/mm	竖向 δ_y/mm
FCW-2.0	0.20	0.52	0.50	0.34
FCW-2.0N	0.42	1.06	0.75	1.24
FCW-1.5	0.39	1.73	0.37	1.61

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