可恢复预制装配式RC梁柱节点抗震性能研究

黄炜; 胡高兴

doi:10.6052/j.issn.1000-4750.2021.07.0554

可恢复预制装配式RC梁柱节点抗震性能研究

doi: 10.6052/j.issn.1000-4750.2021.07.0554

黄炜^{1, 2,},
胡高兴^1, ,

1.
西安建筑科技大学土木工程学院，陕西，西安 710055
2.
西安建筑科技大学结构工程与抗震教育部重点实验室，陕西，西安 710055

基金项目: 国家自然科学基金项目(51978566)；陕西省重点研发计划项目-重点产业创新链项目 (2020ZDLNY06-04)

详细信息

作者简介:
黄　炜 (1976−)，男，陕西西安人，教授，博士，主要从事新型材料与新型结构体系研究(E-mail: qqhuangwei2005@126.com)

通讯作者:
胡高兴 (1990−)，男，湖北随州人，博士生，主要从事装配式结构抗震与减震研究(E-mail: 864976195@qq.com)

中图分类号: TU375；TU352.1
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- 被引次数: 0
出版历程
- 收稿日期: 2021-07-19
- 录用日期: 2021-11-02
- 修回日期: 2021-10-16
- 网络出版日期: 2021-11-02
- 刊出日期: 2022-12-01

SEISMIC PERFORMANCE OF EARTHQUAKE-RESILIENT PRECAST RC BEAM-COLUMN JOINTS

HUANG Wei^{1, 2
,},
HU Gao-xing^{1
, ,}

1.
School of Civil Engineering, Xi’an University of Architecture and Technology, Xi’an, Shaanxi 710055, China
2.
Structure and Seismic Key Laboratory, Xi’an University of Architecture & Technology, Xi’an, Shaanxi 710055, China

摘要

摘要: 针对预制装配式RC梁柱节点连接及震损后快速修复的问题，提出了一种可恢复的梁柱节点连接形式。该连接主要由多缝耗能装置、抗剪连接键和预埋装置等部件通过高强螺栓连接而成。设计了一个装配式节点足尺试件并进行拟静力加载试验，研究该节点的破坏模式、承载力、变形和耗能能力等特性，并与现浇节点试件试验结果进行对比分析。结果表明：该装配式节点的初始刚度和承载力基本接近于现浇节点，且相比于现浇节点具有更高的延性、变形和耗能能力。装配式节点的破坏主要集中在多缝耗能装置上，预制梁柱构件基本保持在弹性范围内，基本可以实现节点损伤位置可控以及便于震后快速修复的目的。同时，推导多缝耗能装置的承载力-变形关系，建立装配式梁柱节点的简化分析模型，并通过试验结果验证了其准确性，可为后续研究装配式RC框架结构的抗震性能和工程分析设计奠定基础。
- 装配式混凝土结构 /
- 可恢复预制RC梁柱节点 /
- 抗震性能 /
- 多缝耗能装置 /
- 损伤可控
Abstract: Aiming at the connection of precast RC beam-column joints and the rapid repair during post-earthquake, an earthquake-resilient connection form of beam-column joints is proposed. The connection is mainly composed of multi-slit energy dissipation devices, of shear connection key, of embedded devices and of other components connected by high-strength bolts. A full-scale precast joint was designed and tested under quasi-static loading. The failure mode, load-carrying capacity, deformation and energy dissipation capacity of the joint were studied and compared with those of a monolithic joint. The test results show that: the initial stiffness and load-carrying capacity of the precast joint are basically close to those of the monolithic joint, and it has higher ductility, higher deformation and higher energy dissipation capacity than that of the monolithic joint. The damage of the precast joint is mainly concentrated on multi-slit energy dissipation devices, and the precast beam and column components are basically kept in the elastic range, which can basically achieve the purpose of controllable damage location and convenient rapid repair during a post-earthquake. Meanwhile, the load-carrying capacity and deformation relationship of the device is deduced, and the simplified analysis model of the precast joint is established. The accuracy of the model is verified by the test results, which can lay a foundation for the subsequent study of the seismic performance and engineering analysis and of the design of precast RC frame structures.
- prefabricated concrete structure /
- earthquake-resilient precast RC beam-column joint /
- seismic performance /
- multi-slit energy dissipation device /
- controllable damage

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图 1 装配式RC梁柱可恢复连接节点构造

Figure 1. Construction of earthquake-resilient precast RC beam-column joint

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图 2 装配式RC梁柱边节点构造及配筋　/mm

Figure 2. Geometric and reinforcement arrangement of precast RC beam-column side joint

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图 3 多缝耗能装置及抗剪连接键的构造及尺寸　/mm

Figure 3. Geometric and size of multi-slit energy dissipation device and shear connection key

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图 4 试件加载装置

Figure 4. Specimen loading device

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图 5 试件裂缝分布及最终破坏结果

Figure 5. Crack distribution and final failure result

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图 6 试件的力-位移滞回曲线

Figure 6. Force-displacement hysteretic curve of specimens

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图 7 荷载-变形骨架曲线屈服点的确定

Figure 7. Determination of yield point of load-deformation skeleton curve

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图 8 试件等效黏滞阻尼系数

Figure 8. Equivalent viscous damping coefficient of specimens

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图 9 装配式节点试件钢筋应变-位移关系曲线

Figure 9. Strain-displacement curve of reinforcement of precast joint specimen

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图 10 多缝耗能装置上的应变分布

Figure 10. Strain distribution on multi-slit energy dissipation device

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图 11 Q235钢材本构关系曲线

Figure 11. Constitutive relation curve of Q235 steel

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图 12 钢带截面等效变换计算简图

Figure 12. The calculation diagram of the equivalent transformation of steel strip section

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图 13 等效后的多缝耗能装置　/mm

Figure 13. Equivalent multi-slit energy dissipation device

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图 14 多缝耗能装置及抗剪连接键截面受力状态

Figure 14. Stress state of section of the multi-slit energy dissipation device and shear connection key

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图 15 装配式节点连接部位的弯矩-转角曲线

Figure 15. Moment-rotation curve of connection location in the precast joint

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图 16 装配式节点的简化分析模型

Figure 16. Simplified analysis model of the precast joint

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图 17 非线性连接单元采用的滞回模型

Figure 17. Hysteresis model of nonlinear link element

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图 18 连接部位的弯矩-曲率曲线

Figure 18. Moment-curvature curve of connection location

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图 19 装配式节点力-位移滞回曲线的对比

Figure 19. Comparison of load-deformation hysteretic curves of precast joint

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图 20 不同轴压比条件下装配式节点的力-位移骨架曲线

Figure 20. Load-displacement skeleton curves of precast joint under different axial compression ratios

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表 1 材料力学性能

Table 1. Mechanical properties of materials

钢材	直径(厚度)/ mm	屈服强度/ MPa	极限强度/ MPa	弹性模量/ (×10⁵ MPa)
HRB400	10	411.97	651.55	2.01
	18	450.26	662.51	1.96
	20	427.60	618.58	1.95
Q235	16	293.06	435.48	2.13

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表 2 试件抗震性能指标

Table 2. Seismic performance index of specimens

试件		初始刚度K/(kN/m)	屈服荷载/变形		峰值荷载/变形		极限荷载/变形		延性系数F_D
试件		初始刚度K/(kN/m)	P_y/kN	θ_y/(%)	P_m/kN	θ_m/(%)	P_u/kN	θ_u/(%)	延性系数F_D
现浇	正向	3834.09	63.87	1.00	66.33	3.50	63.56	4.50	4.50
现浇	负向	3783.75	−62.99	−1.00	−71.91	−4.50	−61.12	−4.50	4.50
装配	正向	3528.46	54.59	0.93	72.23	2.84	61.51	4.26	4.59
装配	负向	3057.85	−48.75	−0.96	−69.81	−2.96	−59.34	−4.70	4.91

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表 3 连接部位的试验结果与理论计算值对比

Table 3. Comparison between test results and theoretical calculation values of connection location

加载	转角/(%)	试验值/(kN∙m)	理论值/(kN∙m)	误差/(%)
正向	0.07	23.41	19.11	18.38
	0.15	39.14	38.98	0.42
	0.18	49.14	48.16	2.00
	0.41	62.08	71.40	15.01
	0.64	70.45	79.53	12.89
	1.11	80.26	84.74	5.58
	1.53	88.37	86.74	1.84
	2.05	92.53	88.51	4.35
	2.47	95.37	89.88	5.75
	2.93	93.56	91.16	2.57
	3.35	89.94	92.24	2.56
	3.90	81.20	93.64	15.32
负向	−0.16	−19.26	−42.10	118.57
	−0.28	−30.27	−64.16	111.97
	−0.35	−43.62	−68.19	56.34
	−0.55	−54.83	−77.22	40.82
	−0.81	−63.68	−82.21	29.10
	−1.27	−74.92	−85.63	14.30
	−1.71	−83.02	−87.41	5.28
	−2.19	−89.06	−88.96	0.11
	−2.69	−92.15	−90.52	1.77
	−3.16	−89.54	−91.76	2.48
	−3.78	−86.15	−93.35	8.36
	−3.95	−80.42	−93.76	16.59

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表 4 各滞回模型的参数取值

Table 4. Parameter values of each hysteresis models

连接位置	滞回模型	模型参数
柱节点区	takeda	屈服强度 M_y/(kN∙m)	初始刚度 K_y/(kN∙m²)	刚度比α
		160.00	115.00	0.01
		系数β₀	系数β₁	−
		0.4	0.9	−
梁端	trl_sym	第一刚度k₀/ (kN∙m/rad)	第一拐点转角θ₁	第二刚度k₁/ (kN∙m/rad)
		1.74×10⁴	4.10×10⁻³	1.01×10³
		第二拐点转角θ₂	第三刚度k₂/(kN∙m/rad)	−
		2.10×10⁻²	17.40	−

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