UHPC连接的装配式剪力墙节点抗震性能试验

doi:10.13229/j.cnki.jdxbgxb20210320

摘要/Abstract

摘要：

基于新型外剪内框的建筑结构体系，提出了一种利用超高性能混凝土（UHPC）连接装配式混凝土剪力墙节点的方式。为了探究该连接方式下剪力墙的抗震性能，进行了1个普通现浇混凝土剪力墙和2个UHPC连接的装配式混凝土剪力墙的低周反复试验。试验结果表明：两种连接方式下的剪力墙试件破坏规律相同，均为弯曲破坏；在轴压比相同的条件下，UHPC连接的装配式混凝土剪力墙10d（d为最大纵筋直径）的极限抗弯承载力仅比普通现浇混凝土剪力墙低5.61%；UHPC能够确保装配式混凝土剪力墙连接段强度，UHPC连接下的装配式剪力墙具有良好的抗震性能和较好的延性；在整个加载过程中，3个剪力墙试件表现出相近的刚度退化和耗能变化规律。在试验的基础上，本文通过有限元软件ABAQUS模拟发现，有限元模拟结果和试验结果吻合较好；当试件钢筋搭接长度达到16d时，试件的承载能力、刚度以及墙角的抬升量处于最佳状态。

关键词: 结构工程, 装配式, 剪力墙, 超高性能混凝土（UHPC）, 抗震性能

Abstract:

Based on the new building structure system with external shear and internal frame， a method of connecting prefabricated concrete shear walls joints with ultra-high performance concrete （UHPC） is proposed. In order to explore the seismic performance of shear walls under this connection mode， low cyclic tests were carried out on one ordinary cast-in-place concrete shear wall and two fabricated concrete shear walls connected by UHPC.Test results show that：The failure law of shear wall specimens under the two connection modes is the same， which is flexural failure；Under the same axial compression ratio， the ultimate flexural capacity of prefabricated concrete shear walls connected by UHPC in 10d is only 5.61% lower than that of ordinary cast-in-place concrete shear walls；UHPC can ensure the strength of assembled concrete shear wall connection section， and the prefabricated shear walls under UHPC connection have good seismic performance and good ductility. During the whole loading process， the three shear wall specimens show similar stiffness degradation and energy consumption change rules. On the basis of the experiment， the finite element software ABAQUS simulation shows that the finite element simulation results are in good agreement with the experimental results. When the lap length of steel bars reaches 16d， the bearing capacity， stiffness and the lifting amount of corner are in the best condition.

Key words: structural engineering, assembled, shear wall, ultra-high performance concrete （UHPC）, seismic performance

中图分类号:

TU375.2

龚永智,况锦华,柯福隆,周泉,罗小勇. UHPC连接的装配式剪力墙节点抗震性能试验[J]. 吉林大学学报(工学版), 2022, 52(10): 2367-2375.

Yong-zhi GONG,Jin-hua KUANG,Fu-long KE,Quan ZHOU,Xiao-yong LUO. Experiment on seismic behavior of assembled shear wall joints connected by ultra high performance concrete[J]. Journal of Jilin University(Engineering and Technology Edition), 2022, 52(10): 2367-2375.

图/表 16

图1

图2

图3

表1

表2

表3

图4

图5

图6

图7

表4

试件不同状态时的水平力和位移"

试件编号	加载方向	开裂点		屈服点		峰值点		破坏点		延性系数
试件编号	加载方向	F_cr/kN	$Δ c r$ /mm	F_y/kN	$Δ y$ /mm	F_p/kN	$Δ p$ /mm	F_u/kN	$Δ u$ /mm	延性系数
W1	正向	240.0	1.2	550.0	7.1	689.1	30.7	495.5	61.8	7.91
	反向	270.0	1.4	500.0	7.1	687.4	25.7	523.5	50.6
	平均	255.0	1.3	525.0	7.1	688.3	28.2	509.5	56.2
W2	正向	397.0	3.9	593.0	7.1	641.2	21.2	505.7	40.5	6.29
	反向	405.0	2.6	615.0	6.3	658.2	21.7	535.0	43.8
	平均	401.0	3.3	604.0	6.7	649.7	21.5	520.4	42.2
W3	正向	200.0	2.7	414.1	18.3	502.6	40.6	420.0	74.0	5.35
	反向	200.0	5.1	240.0	7.8	331.4	30.9	273.0	66.1
	平均	200.0	3.9	327.1	13.1	417.0	35.8	346.5	70.1

表4

图8

表5

图9

图10

图11

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试件编号	轴压比	预制墙体高/mm	底部连接情况
W1	0.2	-	杯口基础
W2	0.2	2880	UHPC，连接段120 mm
W3	0.2	2850	UHPC，连接段150 mm

特征点	等效粘滞阻尼系数ξ_eq
特征点	W1	W2	W3
开裂点	0.23	0.20	0.17
屈服点	0.17	0.18	0.12
峰值点	0.18	0.25	0.13
破坏点	0.22	0.24	0.15

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