含起波钢筋预制梁柱节点抗震性能试验

doi:10.13229/j.cnki.jdxbgxb.20221138

摘要/Abstract

摘要：

为转移装配式框架梁柱节点塑性铰，避免节点核心区发生由剪切破坏导致的“强梁弱柱”破坏模式，设计了含起波钢筋的新型预制试件及对比件；进行了拟静力加载试验，对比分析了滞回特性、刚度、承载能力、耗能和变形能力的差异，探究了在低周往复荷载作用下的抗震性能。结果表明：新型节点整体变形主要由起波钢筋段变形造成，核心区未发生破坏，成功实现了塑性铰的转移，并且相比对比试件具有更强的耗能和变形能力。

关键词: 装配式梁柱节点, 起波钢筋, 塑性铰, 试件变形, 抗震性能

Abstract:

In order to transfer the plastic hinge of prefabricated frame beam-column joints and avoid the "strong beam and weak column" failure mode caused by shear failure in the core area of the joints， a new type of prefabricated specimens and contrast pieces with kinded rebar were designed； The quasi-static loading test is carried out to compare and analyze the differences in hysteretic characteristics， stiffness， bearing capacity， energy dissipation and deformation capacity， and explore the seismic performance under low cycle reciprocating load. The results show that the overall deformation of the new joint is mainly caused by the deformation of the kinded rebar segment， and the core area is not damaged. The transfer of the plastic hinge is successfully realized， and the new joint has better energy dissipation and deformation capacity than the comparison specimen.

Key words: prefabricated beam-column joint, kinded rebar, plastic hinge, member deformation, seismic performance

中图分类号:

TU375.4

秦拥军,陈奇,张驰,王建虎. 含起波钢筋预制梁柱节点抗震性能试验[J]. 吉林大学学报(工学版), 2024, 54(6): 1677-1687.

Yong-jun QIN,Qi CHEN,Chi ZHANG,Jian-hu WANG. Experiment on seismic performance of prefabricated beam-column joints with kinded rebar[J]. Journal of Jilin University(Engineering and Technology Edition), 2024, 54(6): 1677-1687.

图/表 16

表1

图1

图2

表2

图3

表3

图4

图5

图6

图7

图8

表4

试件承载力与位移延性系数"

试件	方向	$P y$ /kN	$Δ y$ /mm	$P m$ /kN	$Δ m$ /mm	$Δ u$ /mm	$R u$	$R y$	$μ$
RC0	正向	29.56	13.14	34.50	30.04	45.09	1/45	1.17	3.43
RC0	负向	29.99	22.68	32.30	70.00	70.00	1/29	1.08	3.09
PC0	正向	30.60	13.24	37.70	21.25	42.14	1/48	1.17	3.18
PC0	负向	37.07	18.45	42.70	70.00	70.00	1/29	1.15	3.79
RC30	正向	19.78	11.44	23.40	32.56	47.17	1/43	1.18	4.12
RC30	负向	24.97	18.83	33.80	70.00	70.00	1/29	1.35	3.72
PC30	正向	39.12	14.46	46.70	23.43	51.58	1/20	1.19	3.57
PC30	负向	37.23	20.16	42.10	70.00	70.00	1/29	1.13	3.47

表4

图9

表5

图10

图11

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试件编号	梁截面尺寸/mm×mm	柱截面尺寸/mm×mm	轴压比	节点类型
RC0	150×280	250×250	0.2	-
RC30	150×280	250×250	0.2	起波钢筋
PC0	150×280	250×250	0.2	全灌浆套筒
PC30	150×280	250×250	0.2	起波钢筋+全灌浆套筒

混凝土等级	f_cu_，_k/MPa	f_c/MPa	?_tk/MPa	?_t/MPa
C40	52.6	35.2	3.7	2.6
C50	64.3	43	4.2	3.0

试件编号	E/（kN·m^-1）	η
RC0	44.7	1.00
PC0	63.9	1.43
RC30	80.8	1.81
PC30	92.1	2.06