侧边加劲半圆形波纹钢板墙的抗侧性能

周林丽; 谭平; 滕晓飞

doi:10.3969/j.issn.0258-2724.20190319

侧边加劲半圆形波纹钢板墙的抗侧性能

doi: 10.3969/j.issn.0258-2724.20190319

周林丽^1,2,,
谭平^1,2, ,,
滕晓飞^1,2

基金项目: 国家重点研发计划（2016YFC0701502）；广东省教育厅创新团队项目（2016KCXTD016）；广州市高校“羊城学者”首席科学家（1201541630）

详细信息

作者简介:
周林丽（1984—），女，博士研究生，研究方向为工程结构消能减震，E-mail：zll_1984@e.gzhu.edu.cn

通讯作者:
谭平（1973—），男，研究员，研究方向为结构工程抗震与减震控制，E-mail：ptan@gzhu.edu.cn

中图分类号: TU392.4
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- 文章访问数: 479
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- 被引次数: 0
出版历程
- 收稿日期: 2019-04-23
- 修回日期: 2019-07-12
- 网络出版日期: 2020-12-18
- 刊出日期: 2021-06-15

Lateral Performance of Semicircular Corrugated Steel Plate Shear Wall with Edge Stiffeners

ZHOU Linli^{1,2
,},
TAN Ping^{1,2
, ,},
TENG Xiaofei^1,2

摘要

摘要: 为改善平钢板剪力墙受剪易屈曲及面外刚度小的问题，提出侧边加劲半圆形波纹钢板墙. 基于两边连接侧边加劲半圆形波纹钢板墙的力学特点给出其简化力学模型，推导了弹性初始刚度及承载力公式，并给出弹性屈曲临界荷载计算公式；采用有限元软件ABAQUS对22个单层侧边加劲半圆形波纹钢板墙进行了弹性屈曲分析及非线性推覆分析，验证了理论公式的有效性；研究了各设计参数对侧边加劲半圆形波纹钢板墙屈曲性能和破坏模式的影响. 研究结果表明：侧边加劲半圆形波纹钢板墙的弹性屈曲临界荷载较平钢板墙有显著提高；为保证侧边加劲半圆形波纹钢板墙发生整体屈曲，圆形直径及加劲肋厚度比应满足相应取值要求；随着跨高比的增大、高厚比的减小及半圆形直径的增大，钢板墙的弹性屈曲临界荷载基本呈线性增长；侧边加劲肋的肋宽及肋厚对波纹钢板墙弹性屈曲临界荷载的影响较小；在侧向荷载作用下，当直径大于30 mm时，侧边加劲半圆形波纹钢板墙的屈服先于屈曲；侧边加劲半圆形波纹钢板墙存在3种破坏模式，即弯曲破坏、弯剪破坏及形成拉力带形式的“褶皱”.
- 侧边加劲半圆形波纹钢板墙 /
- 屈曲 /
- 抗侧性能 /
- 破坏模式
Abstract: A semicircular corrugated steel plate shear wall with edge stiffeners (CSPSW) was proposed to improve the premature buckling and small out of plane stiffness of flat steel plate shear wall. Theoretical elastic initial stiffness and bearing capacity were derived according to the simplified mechanical model which based on the mechanical characteristics of the CSPSW, and the elastic buckling critical load formula of the proposed steel plate shear wall was also given. Elastic buckling analysis and nonlinear pushover analysis of 22 single-story CSPSW were carried out by using the finite element software ABAQUS, the validity of the theoretical formula was verified. The effects of various design parameters on the buckling performance and failure mode of CSPSW were investigated. The results show that the elastic buckling critical load and bearing capacity of the proposed CSPSW are much higher than the plain steel plate wall. The circular diameter and stiffener thickness ratio should meet the corresponding value requirements to ensure the overall buckling of CSPSW. With the increase of the span height ratio, the decrease of the depth-thickness ratio and the increase of the circular diameter, the elastic buckling critical load of CSPSW increases linearly. The rib width and rib thickness of the side stiffeners have little effect on the elastic buckling critical load of CSPSW. Yielding of the CSPSW prior to buckling under lateral load when the circular diameter is bigger than 30 mm. There are three failure modes of CSPSW, namely bending, bend-shearing, and forming “pleats” in the form of tensile bands.
- semicircular corrugated steel plate shear wall with edge stiffeners /
- buckling /
- lateral performance /
- failure mode

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图 1 侧边加劲波纹钢板墙

Figure 1. Schematic diagram of CSPSW

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图 2 波纹钢板墙简化力学模型

Figure 2. Simplified mechanical model of CSPSW

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图 3 有限元模型

Figure 3. Finite element model

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图 4 侧边加劲波纹钢板墙的典型屈曲模态

Figure 4. Typical buckling modes of CSPSW

下载: 全尺寸图片幻灯片

图 5 侧边加劲波纹钢板墙弹性屈曲临界荷载数值解与理论解对比

Figure 5. Numerical solution and theoretical solution comparison of elastic buckling critical load on CSPSW

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图 6 波纹钢板墙的典型破坏模式

Figure 6. Typical failure modes of CSPSW

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表 1 理论公式的验证

Table 1. Verification of theoretical formulas

模型编号	屈曲荷载			K₀			V_y			V_u
模型编号	理论/kN	数值/kN	误差/%	理论/ （kN•mm⁻¹）	数值/ （kN•mm⁻¹）	误差/%	理论/kN	数值/kN	误差/%	理论/kN	数值/kN	误差/%
B-0	1441.82	1429.37	−0.86	122.23	122.24	0.01	1107.41	1040.54	−6.03	1262.45	1189.05	−5.81
B-1	739.50	745.45	0.80	44.39	48.10	8.36	504.92	440.35	−12.80	575.61	548.09	−4.78
B-2	2870.40	2973.44	3.59	269.92	271.73	0.67	2222.26	2260.03	1.70	2533.38	2565.13	1.25
B-3	2073.62	2036.57	−1.79	162.97	161.34	−1.00	1476.55	1374.88	−6.90	1683.27	1670.72	−0.75
B-4	2788.90	2784.04	−0.17	203.71	200.25	−1.69	1845.69	1708.74	−7.41	2104.10	2136.10	1.52
B-5	3592.37	3621.79	0.82	244.45	239.05	−2.21	2214.82	2141.63	−3.30	2524.90	2555.10	1.20
B-6	6579.22	6027.50	−8.39	366.68	355.19	−3.13	3322.23	3275.56	−1.40	3787.34	3817.68	0.80
B-7	428.41	434.48	1.42	122.22	122.70	0.39	705.11	638.50	−9.45	803.83	868.27	8.01
B-8	2506.72	2748.35	9.64	122.23	122.18	−0.04	1110.68	1212.49	9.17	1266.18	1353.84	6.92
B-9	3173.56	3679.34	13.75	122.24	122.18	−0.05	1111.55	1199.23	7.90	1267.17	1341.95	5.90
B-10	5805.27	5369.10	−7.51	122.25	122.19	−0.05	1114.81	1035.82	−7.10	1270.88	1337.98	5.27
B-11	1441.82	1416.38	−1.76	122.23	120.85	−1.13	1107.41	1047.36	−5.40	1262.45	1192.03	−5.58
B-12	1441.82	1436.36	−0.38	122.23	123.00	0.63	1107.41	1097.21	−0.92	1262.45	1261.85	−0.04
B-13	1441.82	1438.63	−0.22	122.23	123.24	0.83	1107.41	1019.69	−7.92	1262.45	1166.13	−7.63
B-14	1441.82	1469.80	1.94	122.23	124.14	1.56	1107.41	1072.53	−3.15	1262.45	1226.04	−2.88
B-15	1441.82	1405.58	−2.51	122.23	119.67	−2.10	1107.41	1017.16	−8.15	1262.45	1165.18	−7.70
B-16	1441.82	1423.91	−1.24	122.23	121.65	−0.47	1107.41	1034.52	−6.58	1262.45	1185.14	−6.12
B-17	1441.82	1453.72	0.83	122.23	124.91	2.19	1107.41	1069.83	−3.40	1262.45	1238.90	−1.87
B-18	1441.82	1466.48	1.71	122.23	126.33	3.35	1107.41	1085.26	−2.00	1262.45	1352.11	7.10
B-19	29.22	28.72	−1.71	−	58.38	−	−	491.46	−	−	630.37	−
B-20	21.62	21.26	1.69	−	177.00	−	−	1141.69	−	−	1322.23	−
B-21	29.24	29.79	1.88	−	395.87	−	−	1656.52	−	−	1892.67	−
注：“−”表示不考虑平钢板剪力墙对应的理论值.

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