UHPC连接的装配式剪力墙节点抗震性能试验

doi:10.13229/j.cnki.jdxbgxb20210320

Abstract

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

CLC Number:

TU375.2

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.

Figures/Tables 16

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Table 1

Table 2

Table 3

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Table 4

Horizontal force and displacement line of specimen in different States"

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

Table 4

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Table 5

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Fig.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

Experiment on seismic behavior of assembled shear wall joints connected by ultra high performance concrete

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