受火双钢板-混凝土组合剪力墙加固后抗震性能试验

doi:10.13229/j.cnki.jdxbgxb.20230255

Abstract

Abstract:

To study the seismic behavior of fire-fired composite shear wall with double steel plates and infill concrete after reinforcement， firstly， 1 piece of composite sheer wall of room temperature and 3 pieces of composite sheer wall of high temperature （two of the combined shear walls were reinforced after fire） were tested under quasi-static loading， and the failure form， hysteresis curve， skeleton curve， energy dissipation and stiffness degradation of the specimen were evaluated. Then， based on the test results， the finite element models were established by the finite element software ABAQUS. At last， the composite shear wall was parametrically analyzed. The results show that the failure mode of the specimens are all bending failure， the limit displacement angle is between 1/63 and 1/45， which meets the requirements of the angle of the frame-core tube structure， and the displacement ductility coefficient is between 2.18 and 3.1， indicating that the composite shear wall has good seismic performance. The finite element simulation results were reasonable and reliable. Parametric analysis shows that the ultimate lateral bearing capacity of the specimen decreases with the increase of the axial compression ratio， the degradation effect of axial pressure ratio on bearing capacity will be significantly amplified under the action of fire， and increasing the cross-sectional steel matching ratio can significantly improve the lateral stiffness and shear bearing capacity of the specimen. Since the steel plate on the fire side has the highest degree of strength degradation after a fire， the fire side must be reinforced.

Key words: structural engineering, composite shear wall with double steel plates and infill concrete, bonded steel reinforcement, quasi-static test, seismic performance

CLC Number:

TU398

Fang-fang WEI,Li-ping LI,Qing-peng XU,You-zheng ZHAO,Jing-jing YANG. Experiment on seismic behavior of fire-fired composite shear wall with double steel plates and infill concrete after reinforcement[J].Journal of Jilin University(Engineering and Technology Edition), 2025, 55(1): 230-244.

Figures/Tables 24

Table 1

Parameters of specimen"

试件编号	墙体尺寸 $W w$ ×T×t/mm	端柱尺寸 $W c$ × $B c$ × $t c$ /mm	试件高度H/mm	试验轴压比n	轴压力 /kN	火灾时间/min	混凝土立方体抗压强度 $f c u$	加固方式
N4T0	600×90×3	120×100×3.5	1050	0.4	949	0	45.0 MPa	/
N4T2	600×90×3	120×100×3.5	1050	0.4	949	20	39.2 MPa	/
N4T4S	600×90×3	120×100×3.5	1050	0.4	949	40	39.2 MPa	粘钢加固
N4T6S	600×90×3	120×100×3.5	1050	0.4	949	60	45.0 MPa	粘钢加固

Table 1

Fig.1

Table 2

Table 3

Mechanical properties of steel"

材料类型	直径（厚度） /mm	屈服强度 /MPa	极限强度 $f s t$ /MPa
钢筋	10	527.2	637.3
钢筋	20	508.3	625.1
栓钉	6.0	400.0	500.0
钢板	3.0	238.1	385.2
钢管	3.5	353.2	466.9

Table 3

Fig.2

Fig.3

Fig.4

Fig.5

Fig.6

Table 4

Main performance indexes of the specimens"

试件编号	加载方向	屈服位移 $Δ y$ /mm	极限状态		破坏状态			位移延性 $Δ u$ / $Δ y$
试件编号	加载方向	屈服位移 $Δ y$ /mm	$Δ m a x$ /mm	$P m a x$ /kN	$Δ u$ /mm	$P u$ /kN	$θ u$ /mm	位移延性 $Δ u$ / $Δ y$
N4T0	+	11.72	23.28	992.5	25.54	843.6	1/47	2.18
N4T0	-	12.11	23.7	1085.4	26.41	922.6	1/45	2.18
N4T2	+	9.68	15.68	987.1	22.56	839.0	1/51	2.33
N4T2	-	12.19	18.89	1109.2	22.04	942.8	1/48	1.81
N4T4S	+	9.69	17.96	909.8	20.66	773.3	1/59	2.13
N4T4S	-	10.45	17.93	957.0	20.97	813.4	1/58	2.01
N4T6S	+	7.83	13.21	857.4	19.82	728.8	1/47	2.53
N4T6S	-	8.59	13.6	908.5	22.15	772.2	1/45	2.58

Table 4

Fig.7

Fig.8

Fig.9

Fig.10

Fig.11

Fig.12

Table 5

Fig.13

Fig.14

Fig.15

Fig.16

Fig.17

Fig.18

Fig.19

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Experiment on seismic behavior of fire-fired composite shear wall with double steel plates and infill concrete after reinforcement

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