FRP约束型钢混凝土柱-钢筋混凝土环梁节点震后轴压性能评估

田时雨; 任凤鸣; 伍峻磊; 莫金旭; 赖楚麟

doi:10.13801/j.cnki.fhclxb.20220822.001

FRP约束型钢混凝土柱-钢筋混凝土环梁节点震后轴压性能评估

doi: 10.13801/j.cnki.fhclxb.20220822.001

广州大学　土木工程学院，广州 510006

基金项目: 国家自然科学基金(52178125；51878189)；广州市科技计划项目(202102010510)

详细信息

通讯作者:
任凤鸣，博士，教授，博士生导师，研究方向为FRP-钢-混凝土组合结构性能与设计方法　E-mail: rfm@gzhu.edu.cn

中图分类号: TU398.9
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出版历程
- 收稿日期: 2022-05-30
- 修回日期: 2022-07-19
- 录用日期: 2022-08-06
- 网络出版日期: 2022-08-22
- 刊出日期: 2022-11-01

Evaluation of axial compressive performance of FRP-confined steel-reinforced concrete column-to-reinforced concrete ring beam joint with seismic damage

School of Civil Engineering, Guangzhou University, Guangzhou 510006, China

摘要

摘要: 对2个具有不同环梁配筋率的纤维增强树脂复合材料(FRP)约束型钢混凝土(FCSRC)柱-钢筋混凝土(RC)梁节点震损试件进行轴压试验，结合有限元模拟和理论分析，对震损试件的轴压性能进行分析和评估。结果表明：震损试件在轴压荷载下的破坏均由玻璃纤维增强树脂复合材料(Glass fiber reinforced polymer，GFRP)管破裂引起，表明所设计的两个试件在震损后依然满足“强节点，弱构件”的设计原则；当环梁配筋率由1.4%增大到2.5%时，试件的屈服荷载和初始刚度变化不大，而峰值荷载和屈服后刚度分别增加了7.3%和60.2%，极限变形和延性系数分别减小了10.4%和8.5%；所建立的有限元模型可以较好地模拟震损试件的轴压行为；所提出的理论计算公式能够较准确地预测震损试件的轴压承载力，同时具有一定的安全储备。
- 纤维增强树脂复合材料约束混凝土 /
- 节点 /
- 轴压性能 /
- 地震损伤 /
- 承载力
Abstract: Axial compressive tests were conducted on two fiber reinforced polymer (FRP)-confined steel-reinforced concrete (FCSRC) column-to-reinforced concrete (RC) beam joints with seismic damage which have different reinforcement ratios of the ring beam. The axial compressive performance of the specimen with seismic damage was analyzed and evaluated by finite element simulation and theoretical analysis. The results show that the failure of the specimens is caused by the rupture of the glass fiber reinforced polymer (GFRP) tubes, indicating that the designed specimens still meet the design principle of strong joint and weak members after seismic. When the ring beam reinforcement ratio is increased from 1.4% to 2.5%, the yield load and initial stiffness of the specimen do not change much, while the peak load and post-yield stiffness increase by 7.3% and 60.2%, respectively, and the ultimate deformation and ductility factor decrease by 10.4% and 8.5%, respectively. The established finite element model can better reflect the axial compressive behavior of the specimens with seismic damage. The proposed theoretical formulation could predict the axial compressive bearing capacity of the specimen with seismic damage accurately with certain safety reserves.
- fiber reinforced polymer-confined concrete /
- joint /
- axial compressive performance /
- seismic damage /
- bearing capacity

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图 1 纤维增强树脂复合材料(FRP)约束型钢混凝土(FCSRC)柱-钢筋混凝土(RC)梁节点

Figure 1. Joint of fiber reinforced polymer (FRP)-confined steel-reinforced concrete (FCSRC) column-to-reinforced concrete (RC) beam

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图 2 试件截面尺寸及配筋

GFRP—Glass fiber reinforced polymer; φ—Diameter; M-4, M-5—4, 5 layers of ring bars in the ring beam

Figure 2. Details of specimens

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图 3 抗震性能试验装置

Figure 3. Test set-up of seismic performance experiment

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图 4 FCSRC柱-RC梁抗震性能试验荷载-位移曲线

Figure 4. Load-displacement curves of FCSRC column-to-RC beam in seismic performance experiment

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图 5 FCSRC柱-RC梁抗震性能试验破坏模态

Figure 5. Failure modes of FCSRC column-to-RC beam in seismic performance experiment

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图 6 FCSRC柱-RC梁抗震性能试验荷载-环梁应变曲线

R1—Strain of ring bars at near the beam; R2—Strain of ring bars in the middle of the joint

Figure 6. Load-strain curves for the ring beam of FCSRC column-to-RC beam in seismic performance experiment

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图 7 轴压试验装置

LVDT—Linear variable differential transformer

Figure 7. Test set-up of axial compressive test

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图 8 M-4试验现象

Figure 8. Experimental phenomenon of M-4

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图 9 M-5试验现象

Figure 9. Experimental phenomenon of M-5

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图 10 FCSRC柱-RC环梁节点轴向荷载-位移曲线

FEA—Finite element analysis

Figure 10. Axial load-displacement curves of FCSRC column-to-RC ring beam joint

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图 11 FCSRC柱-RC环梁节点轴向位移-应变曲线

1-4—Section 1-4 in Fig.7(b); H—Hoop strain; V—Axial strain

Figure 11. Axial displacement-strain curves of FCSRC column-to-RC ring beam joint

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图 12 FCSRC柱-RC环梁节点FEA模型

Figure 12. FEA model of FCSRC column-to-RC ring beam joint

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图 13 FCSRC柱-RC环梁节点有限元模型验证

RC—Type of beams; 4, 5—4, 5 layers of ring bars in the ring beam; 0.4—Axial load ratio

Figure 13. Verification of FEA model of FCSRC column-to-RC ring beam joint

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图 14 GFRP管环向应变

LE—Strain; LE11—Hoop strain; SNEG—Face with negative normal direction of elements

Figure 14. Hoop strain distribution of GFRP tubes

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图 15 25 mm的FCSRC柱-RC环梁节点试件轴向应变分布

Figure 15. Axial strain distribution of 25 mm FCSRC column-to-RC ring beam joint specimens

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图 16 RC环梁钢筋应力

Figure 16. Reinforcement stress of RC ring beam

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图 17 FCSRC柱内置型钢应力

S—Stress

Figure 17. Stress of encased steel in FCSRC columns

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表 1 钢材力学性能

Table 1. Mechanical properties of steel

Type of steel	Thickness or diameter/mm	f_y/MPa	f_u/MPa	E_s/GPa
Steel bar	8	306	456	211
	10	459	627	200
	12	448	609	201
	14	422	612	208
	22	418	591	205
Steel plate	16	286	411	191
Note: f_y, f_u, E_s—Yield strength, ultimate strength and elastic modulus of steel, respectively.

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表 2 FCSRC柱-RC环梁节点试验、有限元和理论分析结果

Table 2. Results of experiment, finite element analysis and theoretical analysis for FCSRC column-to-RC ring beam joint

	F_y/kN	Δ_y/mm	F_p/kN	Δ_p/mm	F_u/kN	Δ_u/mm	μ	k₀/(kN·mm⁻¹)	k_s/(kN·mm⁻¹)	F_FEA/kN	F_the/kN
M-4	9351	10.15	11080	32.32	9408	36.02	3.55	1129	78	11256	10723
M-5	9258	9.98	11891	31.07	10107	32.27	3.23	1153	125	12042	10723
Notes: F_y, F_p, F_u—Yield load, peak load and ultimate load of the specimen, respectively; Δ_y, Δ_p, Δ_u—Displacement corresponding to F_y, F_p, F_u; μ—Ductility coefficient; k₀—Initial stiffness of the specimen; k_s—Post-yield stiffness of the specimen; F_FEA, F_the—Maximum load-bearing capacity calculated by FEA and theory.

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