一种组合式屈曲单元及其在输电塔结构倒塌仿真分析中的应用

付兴; 钟玺峰; 李宏男; 朱宇

doi:10.6052/j.issn.1000-4750.2021.04.0273

一种组合式屈曲单元及其在输电塔结构倒塌仿真分析中的应用

doi: 10.6052/j.issn.1000-4750.2021.04.0273

付兴^1, ,,
钟玺峰^1,,
李宏男^{1, 2,},
朱宇^1,

1.
大连理工大学海岸和近海工程国家重点实验室，辽宁，大连 116024
2.
沈阳建筑大学土木工程学院，辽宁，沈阳 110168

基金项目: 国家自然科学基金项目(52078104)；大连市高层次人才创新支持计划项目(2019RD01，2020RQ056)

详细信息

作者简介:
钟玺峰(1996−)，男，福建人，硕士，主要从事输电线路仿真平台开发等研究(E-mail: 364678319@qq.com)

李宏男(1957−)，男，辽宁人，教授，博士，主要从事工程结构抗灾、健康监测方面等研究(E-mail: hnli@dlut.edu.cn)

朱　宇(1997−)，男，黑龙江人，博士生，主要从事输电线路仿真平台开发等研究(E-mail: 1346813753@qq.com)

通讯作者:
付　兴(1988−)，男，辽宁人，副教授，博士，主要从事电网基础设施抗灾性能评估方面等研究(E-mail: fuxing@dlut.edu.cn)

中图分类号: TM75
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- 被引次数: 0
出版历程
- 收稿日期: 2021-04-11
- 修回日期: 2021-09-23
- 网络出版日期: 2021-10-01
- 刊出日期: 2022-08-25

A COMBINED BUCKLING ELEMENT AND ITS APPLICATION IN THE COLLAPSE SIMULATION OF TRANSMISSION TOWERS

FU Xing^{1
, ,},
ZHONG Xi-feng^1
,,
LI Hong-nan^{1, 2
,},
ZHU Yu^1
,

1.
State Key Laboratory of Coastal and Offshore Engineering, Dalian University of Technology, Dalian, Liaoning 116024, China
2.
School of Civil Engineering, Shenyang Jianzhu University, Shenyang, Liaoning 110168, China

摘要

摘要: 为准确模拟输电塔构件的屈曲特征，该文提出了一种组合式屈曲单元。该单元基于有限元基本理论，用宏观塑性铰来实现构件材料的非线性，采用拉压弹簧模拟轴向塑性伸长，采用转动弹簧模拟塑性弯曲。基于MATLAB程序编写了该单元的静动力仿真程序，并应用于输电塔结构的静力推覆分析和倒塌仿真。通过对比自编程序和ABAQUS软件的仿真结果，验证了自编程序在几何非线性和动力求解方面的正确性；同时与钢支撑实验数据对比，验证了该组合式屈曲单元对非线性行为模拟的精确性和适用性；采用该单元对输电塔足尺实验进行了模拟，结果表明，该组合式屈曲单元可以有效地预测输电塔的极限承载力、失效位置及倒塌过程。
- 输电塔 /
- 组合式屈曲单元 /
- 塑性铰 /
- 推覆分析 /
- 连续倒塌
Abstract: To accurately simulate the buckling characteristics of transmission tower members, a combined buckling element is proposed in this paper. Based on the basic theory of finite element method, the proposed element uses macroscopic plastic hinges to implement the nonlinearity of the member materials. Tension and compression springs are used to simulate the axial plastic elongation, while rotating springs are used to simulate plastic bending. A static and dynamic simulation program based on the proposed element was written based on MATLAB and applied to the static pushover analysis and collapse simulation of transmission tower structures. By comparing the simulation results of the self-written program with ABAQUS, the correctness of the self-written program in geometric nonlinearity and dynamic solution was verified. Compared with the experimental data of steel braces, the accuracy and applicability of the combined buckling element in the simulation of the nonlinear behavior were verified. The proposed element was used to simulate the full-scale experiment of a transmission tower. The results show that the combined buckling element can effectively predict the ultimate strength, failure location and collapse process of the transmission tower.
- transmission tower /
- combined buckling element /
- plastic hinge /
- pushover analysis /
- progressive collapse

HTML全文

图 1 组合式屈曲单元构造及自由度编号

Figure 1. Structure and serial numbers of degrees of freedom for combined buckling element

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图 2 角钢构件屈服截面示意图

Figure 2. Schematic diagram of yield section for angle steel member

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图 3 悬臂梁荷载-位移结果对比

Figure 3. Comparison of load-displacement of cantilever beam

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图 4 大变形下悬臂梁荷载-位移对比

Figure 4. Comparison of load-displacement of cantilever beam considering large deformation

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图 5 框架结构有限元模型

Figure 5. Finite element model of frame structure

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图 6 框架结构位移时程曲线对比

Figure 6. Comparison of time-history curves of displacement for frame structure

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图 7 构件滞回曲线对比

Figure 7. Comparison of hysteresis curves of members

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图 8 实验塔倒塌过程^[22]

Figure 8. Collapse process of experimental tower^[22]

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图 9 推覆分析中输电塔塑性铰位置

Figure 9. Position of plastic hinges of transmission tower in pushover analysis

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表 1 悬臂梁结构信息

Table 1. Information of cantilever beam structure

长度/m	外径/m	壁厚/m	弹性模量/(N/m²)	泊松比
1	0.05	0.01	2×10¹¹	0.3

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表 2 悬臂梁结构及荷载信息

Table 2. Information of cantilever beam structure and load

长度/m	弹性模量/(N/m²)	泊松比	x方向荷载/N	y方向荷载/N
1	2×10¹¹	0.3	−2×10⁵	2×10⁵

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表 3 框架结构节点坐标

Table 3. Node coordinates of frame structure

节点编号	x/m	y/m	z/m
1	0.8	0.6	0.0
5	0.7	0.5	1.5
9	0.6	0.4	3.0

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表 4 框架结构构件参数

Table 4. Element parameters of frame structure

弹性模量/(N/m²)	泊松比	密度/(kg/m³)	截面类型	外径/m	壁厚/m
2×10¹¹	0.3	7800	圆钢管	0.05	0.01

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表 5 框架结构前十阶频率对比

Table 5. Comparison of first ten frequencies of frame structure

阶次	自编程序/Hz	ABAQUS软件/Hz	相对误差/(%)
1	8.1518	8.1505	0.02
2	9.0930	9.0806	0.14
3	11.4489	11.4380	0.10
4	23.5416	23.5350	0.03
5	24.3571	24.3300	0.11
6	30.7225	30.6870	0.12
7	35.7577	35.6770	0.23
8	55.4323	55.2080	0.41
9	62.4810	62.3880	0.15
10	70.5638	70.3940	0.24

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表 6 钢支撑参数^[21]

Table 6. Parameters of steel brace^[21]

名称	截面/mm²	长度/m	长细比	材料屈服应力/MPa
Brace1	Pipe4$ \times $0.237	3.07	80	328
Brace2	W6$ \times $20	3.07	80	277
Brace3	W5$ \times $16	3.66	80	246
Brace4	2-L6$ \times $20	4.04	80	281

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表 7 偏心距对承载力的影响

Table 7. Effect of eccentricity distance on strength

偏心距	承载力/N
L/200	485 667
L/300	552 738
L/400	591 460
L/500	617 420
L/600	630 660

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