Prefabricated Steel Reinforced Concrete Frame Column Steel Plate Shear Wall Connection and Its Finite Element Analysis

doi:10.12068/j.issn.1005-3026.2025.20230243

Abstract

Abstract:

In order to meet the bearing capacity and deformation requirements of the joint between the prefabricated steel reinforced concrete frame column and the steel plate shear wall （SPSW）， the new flange-bolt connection mode were designed and applied between the prefabricated steel reinforced concrete column and the steel plate shear wall. The flange-bolt connection mode was established the finite element model of the prefabricated and cast-in-place joints respectively， and the bearing performance of the two joints under the same load condition was compared. The effects of concrete strength grade， strength grade and thickness of built-in steel plate， thickness of flange plate， axial compression ratio and number of bolts on the bearing capacity and deformation capacity of the connected joint were analyzed. The results show that the mechanical properties of the prefabricated joints are similar to those of the cast-in-place joints. Increasing the concrete strength grade， the number of bolts and the thickness of the flange plate can improve the bearing capacity of the joints， while changing the strength grade of the built-in steel plate has little effect on the mechanical properties of the joints. It is recommended to use 34 bolts， 20 mm thick built-in steel plate， 15 mm thick flange， and the axial compression ratio is controlled at about 0.7.

Key words: steel plate shear wall （SPSW）, prefabricated steel reinforced concrete, flange-bolt connection, finite element analysis, bearing capacity

CLC Number:

TU 398

Lian-guang WANG, Ze-jun SHEN, Hai-yang GAO, Yong-chen TONG. Prefabricated Steel Reinforced Concrete Frame Column Steel Plate Shear Wall Connection and Its Finite Element Analysis[J]. Journal of Northeastern University(Natural Science), 2025, 46(3): 115-122.

Figures/Tables 14

Fig.1 Flange plate-bolted steel plate reinforced concrete shear wall structure

Table 1 Mechanical performance indices of steel

型号	屈服强度/MPa	极限强度/MPa	弹性模量/MPa	泊松比
HPB300	300	420	210 000	0.3
HRB400	400	540	200 000	0.3
Q235	235	440	206 000	0.3
Q355	355	630	206 000	0.3
Q390	390	580	206 000	0.3
Q420	420	680	206 000	0.3

Table 2 Model parameters of flange plate-bolted steel plate reinforced concrete shear wall

剪力墙编号	内置钢板厚度/mm	内置钢板强度等级	混凝土强度等级	螺栓数/个	法兰板厚度/mm	轴压比
SW2-1	5	Q235	C30	34	10	0.2
SW2-2	5	Q235	C40	34	10	0.2
SW2-3	5	Q235	C50	34	10	0.2
SW2-4	5	Q235	C60	34	10	0.2
SW2-5	3	Q235	C30	34	10	0.2
SW2-6	10	Q235	C30	34	10	0.2
SW2-7	15	Q235	C30	34	10	0.2
SW2-8	20	Q235	C30	34	10	0.2
SW2-9	5	Q235	C30	30	10	0.2
SW2-10	5	Q235	C30	26	10	0.2
SW2-11	5	Q235	C30	22	10	0.2
SW2-12	5	Q235	C30	34	10	0.4
SW2-13	5	Q235	C30	34	10	0.6
SW2-14	5	Q235	C30	34	10	0.7
SW2-15	5	Q235	C30	34	10	0.8
SW2-16	5	Q355	C30	34	10	0.2
SW2-17	5	Q390	C30	34	10	0.2
SW2-18	5	Q420	C30	34	10	0.2
SW2-19	5	Q235	C30	34	5	0.2
SW2-20	5	Q235	C30	34	12.5	0.2
SW2-21	5	Q235	C30	34	15	0.2
SW2-22	5	Q235	C30	34	20	0.2
SW2-23	5	Q235	C30	—	—	0.2

Fig.2 Model of cast-in-place steel plate concrete shear wall

Fig.3 Model of precast flange plate-bolted steel plate concrete shear wall

Fig.4 Grid division of steel plate reinforced concrete shear wall joints

Fig.5 Stress distribution of various components of prefabricated flange plate-bolted steel plate reinforced concrete shear wall

Fig.6 Load-displacement curves of SW2-1 and SW2-23

Fig.7 Effect of bolt number on load-displacement curves

Fig.8 Effect of concrete strength grade on load-displacement curves

Fig.9 Effect of axial compression ratio on load-displacement curves

Fig.10 Effect of thickness of internal steel plate on load-displacement curves

Fig.11 Effect of strength grade of built-in steel plate on load-displacement curves

Fig.12 Effect of thickness of flange on load- displacement curves

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