预制型钢混凝土边框柱钢板剪力墙连接及其有限元分析

doi:10.12068/j.issn.1005-3026.2025.20230243

摘要/Abstract

摘要：

为了满足预制型钢混凝土边框柱钢板剪力墙（SPSW）连接节点的承载能力和变形要求，设计了法兰板-螺栓连接的新型预制型钢混凝土柱-钢板混凝土节点，分别建立预制和现浇节点的有限元模型，对比二者在同一荷载条件下的承载性能，并分析改变混凝土强度等级、内置钢板强度等级与厚度、法兰板厚度、轴压比和螺栓数量等参数对连接节点承载能力及变形的影响.结果表明，预制节点和现浇节点的受力性能相似，增加混凝土强度等级、螺栓数量和法兰板厚度均能够提高节点的承载能力，改变内置钢板强度等级与厚度对于节点力学性能影响并不大.设计时建议采用34个螺栓，20 mm厚的内置钢板，15 mm厚的法兰板，轴压比控制在0.7左右.

关键词: 钢板剪力墙, 预制型钢混凝土, 法兰板-螺栓连接, 有限元分析, 承载力

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

中图分类号:

TU 398

王连广, 沈泽军, 高海洋, 佟永晨. 预制型钢混凝土边框柱钢板剪力墙连接及其有限元分析[J]. 东北大学学报（自然科学版）, 2025, 46(3): 115-122.

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.

图/表 14

图1 法兰板-螺栓连接的钢板混凝土剪力墙结构（a）—外法兰板-螺栓连接的剪力墙；（b）—内法兰板-螺栓连接的剪力墙；（c）—1-1剖面图；（d）—3-3剖面图；（e）—2-2剖面图；（f）—4-4剖面图.

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

表1 钢材力学性能指标

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

表2 法兰板-螺栓连接钢板混凝土剪力墙模型参数

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

图2 现浇钢板混凝土剪力墙模型

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

图3 预制法兰板-螺栓连接钢板混凝土剪力墙模型

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

图4 钢板混凝土剪力墙连接节点网格划分(a)—现浇钢板混凝土； (b)—预制钢板混凝土.

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

图5 预制法兰板-螺栓连接钢板混凝土剪力墙各部件应力分布（a）—混凝土单元；（b）—钢板单元；（c）—法兰板单元；（d）—螺栓单元.

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

图6 SW2-1和SW2-23荷载-位移曲线

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

图7 螺栓数量对荷载-位移曲线的影响

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

图8 混凝土强度等级对荷载-位移曲线的影响

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

图9 轴压比对荷载-位移曲线的影响

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

图10 内置钢板厚度对荷载-位移曲线的影响

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

图11 内置钢板强度等级对荷载-位移曲线的影响

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

图12 法兰板厚度对荷载-位移曲线的影响

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

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