增强内凹蜂窝夹层结构弯曲力学性能及多目标优化设计

邹震; 徐峰祥; 方腾源; 谢冲; 周谦谋

doi:10.11883/bzycj-2025-0164

增强内凹蜂窝夹层结构弯曲力学性能及多目标优化设计

doi: 10.11883/bzycj-2025-0164

邹震^{1, 3, 4,},
徐峰祥^{1, 4, ,},
方腾源^{1, 4},
谢冲^{1, 2, 4},
周谦谋^{1, 4}

1.
武汉理工大学高温轻合金及应用技术全国重点实验室，湖北武汉 430070
2.
湖南大学整车先进设计制造技术全国重点实验室，湖南长沙 410082
3.
河南工业大学机电工程学院，河南郑州 450001
4.
武汉理工大学现代汽车零部件技术湖北省重点实验室，湖北武汉 430070

基金项目: 国家自然科学基金（52475277）；湖南大学整车先进设计制造技术全国重点实验室开放基金（32415009）

详细信息

作者简介:
邹　震（1995－　），男，博士，讲师，zhenzou821@163.com

通讯作者:
徐峰祥（1985－　），男，博士，副教授，xufx@whut.edu.cn

中图分类号: O347
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- 文章访问数: 350
- HTML全文浏览量: 40
- PDF下载量: 74
- 被引次数: 0
出版历程
- 收稿日期: 2025-06-04
- 修回日期: 2025-07-04
- 网络出版日期: 2025-07-07

Mechanical properties and multi-objective optimization of reinforced re-entrant honeycomb sandwich structures under bending load

ZOU Zhen^{1, 3, 4
,},
XU Fengxiang^{1, 4
, ,},
FANG Tengyuan^{1, 4},
XIE Chong^{1, 2, 4},
ZHOU Qianmou^{1, 4}

1.
State Key Laboratory of Light Superalloys, Wuhan University of Technology, Wuhan 430070, Hubei, China
2.
State Key Laboratory of Advanced Design and Manufacturing Technology for Vehicle, Hunan University, Changsha 410082, Hunan, China
3.
School of Mechanical and Electrical Engineering, Henan University of Technology, Zhengzhou 450001, Henan, China
4.
Hubei Key Laboratory of Advanced Technology of Automotive Components, Wuhan University of Technology, Wuhan 430070, Hubei, China

摘要

摘要: 内凹蜂窝的悬链线增强方法通过同步改善中空结构提升承载、增强负泊松比效应、改善变形模式、利用悬链线结构高承载实现耐撞性的显著提升，在此基础上提出增强内凹蜂窝夹层梁。采用“冲压+粘接”方法分别制造传统、增强内凹蜂窝夹层梁金属样件开展三点弯曲实验，结果显示：悬链线结构通过抑制传统内凹蜂窝侧胞壁绕节点的旋转变形将其初始塑性变形后承载力的下降比例由29.3%减小至6.6%。相较于传统内凹蜂窝夹层梁，等相对密度增强内凹蜂窝夹层梁的最大承载力、能量吸收分别提高26.7%、8.9%。开展参数化研究确定面板、芯层壁厚对夹层梁三点弯曲力学行为均具有显著影响。基于参数化研究结果开展以面板、芯层壁厚为变量的夹层梁抗冲击性能多目标优化，相较于夹层梁初始结构，优化后夹层梁最大承载力和能量吸收分别提高64.9%和46.9%。与面内、面外传统蜂窝夹层梁分别进行等壁厚、等质量下的抗冲击性能对比，证明提出增强内凹蜂窝夹层梁更优异的吸能防护性能。研究结果可为传统蜂窝夹层结构的强化设计提供有益指导。
- 内凹蜂窝 /
- 夹层梁 /
- 三点弯曲 /
- 增强设计 /
- 能量吸收
Abstract: The catenary reinforced method can enhance the crashworthiness of re-entrant honeycomb (RH) by avoiding hollow structural characteristics, strengthening negative Poission’s ratio effect, and utilizing the high load-bearing effectiveness of catenary structures. Based on the above effects the sandwich beam with reinforced RH (RRH) was proposed. The metallic specimens from the proposed structure were fabricated for three-point bending tests. Results show that the introduced catenary structure can limit the rotation deformation of inclined cell walls around vertices, and the drop in load-bearing force after initial plastic deformation is reduced from 29.3% to 6.6%. Compared to classical RH cored beams, the maximum load-bearing force and energy absorption of RRH ones can be improved by 26.7% and 8.9%, respectively. A parametric analysis was conducted to reveal that the thicknesses of front facesheet, back facesheet, and core had a significant effect on deformation behavior and energy absorption of RRH cored sandwich beams. The thickness of front facesheets, cores, and back facesheets was employed as optimization variables, and the mass, maximum load-bearing force, and energy absorption were used as optimization objectives to perform the multi-objective optimization of RRH cored sandwich beams. The optimized sandwich beam exhibits increases of 64.9% in maximum load-bearing capacity and 46.9% in energy absorption. The impact resistance of conventional honeycomb sandwich beams under in-plane and out-of-plane loading was compared at identical wall thickness and mass, respectively. Analysis demonstrated the superior energy-absorbing protective performance of the proposed RRH sandwich beams. The research results can provide useful guidance for the reinforcement design of honeycomb cored sandwich beams.
- re-entrant honeycomb /
- sandwich beams /
- three point bending /
- reinforcement design /
- energy absorption

HTML全文

图 1 RRH及其夹层梁的构建

Figure 1. The construction of RRH and sandwich beam

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图 2 RRH制造方法及样件胞元壁厚分布

Figure 2. The fabrication of RRH and thickness distribution of units

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图 3 夹层梁装配、固化及样件

Figure 3. The assembly method and curing process of RRH sandwich cored beam and its specimens

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图 4 准静态单轴拉伸实验

Figure 4. Quasi-static uniaxial tensile experiment

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图 5 准静态三点弯曲实验及其耐撞性评估指标

Figure 5. Quasi-static three-point bending test and the evaluation indicators of crashworthiness

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图 6 RH及RRH夹层梁三点弯曲实验结果

Figure 6. Test results of three-point bending of RH and RRH cored sandwich beams

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图 7 数值模型及网格收敛性分析

Figure 7. Numerical model and mesh convergence analysis

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图 8 数值模型验证

Figure 8. Verification of numerical model

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图 9 不同前面板壁厚RRH夹层梁的变形模式与力学特性

Figure 9. Deformation mode and mechanical properties of RRH cored beam with different front facesheet thicknesses

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图 10 不同后面板壁厚RRH夹层梁的变形模式与力学特性

Figure 10. Deformation mode and mechanical properties of RRH cored beam with different back facesheet thicknesses

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图 11 不同芯层壁厚RRH夹层梁的变形模式与力学特性

Figure 11. Deformation mode and mechanical properties of RRH cored beam with different core thicknesses

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图 12 RRH夹层梁的多目标优化总体流程。

Figure 12. Workflow for multi-objective optimization of RRH cored beam

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图 13 样本点的空间分布

Figure 13. Space distribution of sample points selected

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图 14 Kriging代理模型的预测精度

Figure 14. Prediction accuracy of Kriging surrogate model

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图 15 面外传统蜂窝、面内传统蜂窝与RRH夹层梁耐撞性对比

Figure 15. Comparison of the crashworthiness between in-plane and out-of-plane conventional honeycomb and RRH cored beams

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表 1 部分样本点

Table 1. Partial sample points

序号	t_f/mm	t_b/mm	t_c/mm	m/g	E_a/J	F_m/N
1	1.513	1.154	0.172	100.9	13.9	470.0
2	2.282	2.333	0.146	115.3	14.1	540.0
3	1.923	3.000	0.121	119.1	12.6	489.0
⋮	⋮	⋮	⋮	⋮	⋮	⋮
38	2.487	1.718	0.127	227.4	36.4	769.0
39	1.615	2.538	0.056	235.0	31.4	770.5
40	2.436	2.077	0.294	256.4	33.6	723.0

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表 2 部分优化解（从Pareto解集中选择）和相关设计变量

Table 2. Partial optimal solution selected from Pareto solution set and related design variable

No.	t_f/mm	t_c/mm	t_b/mm	m/g	E_a/J	F_m/N
0	2.00	0.05	2.00	149.32	11.12	494.35
1	0.91	0.24	1.53	149.32	18.27	730.04
2	0.91	0.24	1.53	149.39	18.29	730.50
3	0.91	0.25	1.64	153.23	19.36	742.53
4	0.91	0.25	1.64	153.24	19.36	742.58
5	0.89	0.25	1.54	152.19	18.79	743.51
6	0.90	0.25	1.55	152.11	18.78	743.88
7	0.91	0.25	1.55	152.14	18.76	744.16
8	0.91	0.25	1.56	152.29	18.81	744.86
9	0.92	0.25	1.56	152.37	18.77	745.57
10	0.92	0.25	1.56	152.38	18.77	745.61
11	0.93	0.25	1.56	152.39	18.76	745.74
12	0.93	0.25	1.55	152.59	18.78	746.58
13	0.93	0.25	1.58	153.15	18.96	748.61

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表 3 优化结果验证与优化前后对比

Table 3. Verification of optimal solution and before and after comparison of optimization

No.	m/g	响应	E_a/J	F_m/N
0	153.30	初始值	11.12	494.35
4	153.24	优化值	19.36	742.53
4	153.24	有限元解	18.84	726.31
13	153.15	优化值	18.96	748.61
13	153.15	有限元解	18.13	719.35

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