基于多尺度模拟的铁路客站异形分叉柱稳定性分析

孙建龙; 蔡玉军; 段熙宾; 马小平

doi:10.13238/j.issn.1004-2954.202408200004

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基于多尺度模拟的铁路客站异形分叉柱稳定性分析

铁路客站/地铁车站 | 更新时间：2026-06-22

- 基于多尺度模拟的铁路客站异形分叉柱稳定性分析
- Stability Analysis of Special-Shaped Forked Columns in Railway Passenger Stations Based on Multi-Scale Simulation
- 铁道标准设计 2026年70卷第5期页码：180-187
- 作者机构：
  
  中铁第一勘察设计院集团有限公司极端环境岩土和隧道工程智能建养全国重点实验室，西安 710043
  中铁第一勘察设计院集团有限公司建筑与规划设计研究院，西安 710043
- 作者简介：
  
  作者简介：孙建龙（1970—），男，正高级工程师，1995年毕业于西南交通大学工业与民用建筑工程专业，工学学士，主要从事站房结构设计工作，E-mail: 543068943@qq.com。
- 基金信息：
  
  中铁第一勘察设计院集团有限公司科研开发项目(2023-B-009;2022KY54ZD（ZNXT）-05);中国施工企业管理协会青年创新项目(2023-B-009);中国铁路西安局集团有限公司科学技术研究开发计划项目(Y2023034)
- DOI：10.13238/j.issn.1004-2954.202408200004
  中图分类号： U291.6
- 收稿：2024-08-20，
  
  修回：2024-10-11，
  
  网络首发：2025-03-10，
  
  纸质出版：2026-05-20
- 稿件说明：
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孙建龙, 蔡玉军, 段熙宾, 等. 基于多尺度模拟的铁路客站异形分叉柱稳定性分析[J]. 铁道标准设计, 2026,70(5):180-187.

SUN Jianlong, CAI Yujun, DUAN Xibin, et al. Stability Analysis of Special-Shaped Forked Columns in Railway Passenger Stations Based on Multi-Scale Simulation[J]. Railway Standard Design, 2026, 70(5): 180-187.
孙建龙, 蔡玉军, 段熙宾, 等. 基于多尺度模拟的铁路客站异形分叉柱稳定性分析[J]. 铁道标准设计, 2026,70(5):180-187. DOI： 10.13238/j.issn.1004-2954.202408200004.

SUN Jianlong, CAI Yujun, DUAN Xibin, et al. Stability Analysis of Special-Shaped Forked Columns in Railway Passenger Stations Based on Multi-Scale Simulation[J]. Railway Standard Design, 2026, 70(5): 180-187. DOI： 10.13238/j.issn.1004-2954.202408200004.

摘要

【目的】

Y形分叉柱作为一种树状承重构件，越来越多地在大跨度铁路客站结构得到应用，保证其平面外稳定对结构整体安全尤为重要。既有分叉柱稳定性研究多以结构整体或局部构件分析为主，前者难以考虑构件的局部力学特征与复杂截面信息，后者难以有效模拟荷载传递及整体刚度影响，因而造成分析结果不准确等问题。

【方法】

基于此，针对大跨度铁路客站异形变截面分叉柱，基于Rhino Grasshopper构建4种变截面形式的分叉柱，共计12根。应用MIDAS Gen和MIDAS FEA软件建立带异形分叉柱的站房多尺度有限元模型，进而对分叉柱稳定性能进行分析。

【结果】

研究结果表明，站房1阶模态Z向转动的振型方向因子为21.50%，平面布置不规则所引起的扭转耦联效应显著，应在结构设计时着重考虑偏心所致的不利影响；大跨度屋架结构与钢管柱变形协调较好，整体结构传力机制明确，所构建的多尺度结构模型计算合理；分叉柱线性屈曲特征值为19.88，竖向极限承载力51220.62 kN，考虑初始缺陷影响后，最不利分叉柱极限稳定承载力下降33.5%；考虑几何非线性后，最不利分叉柱极限稳定承载力下降22.48%，但仍具备足够安全储备，表明分叉柱设计结果满足规范要求，设计方法合理。

【结论】

研究成果对复杂大跨度结构特殊构件的计算有指导意义。

Abstract

[

Objective

]

Y-shaped forked columns

as a kind of tree-like load-bearing component

are increasingly applied in large-span railway passenger station structures. Ensuring their out-of-plane stability is particularly important for the overall structural safety. Existing research on the stability of forked columns mainly focuses on either the global structural model or local component analysis. The former fails to adequately consider the local mechanical characteristics and complex cross-sectional information of the components

whereas the latter cannot effectively simulate load transfer and the influence of global stiffness

which may lead to problems such as inaccurate analysis results. [

Methods

]

Judging from the previous drawbacks

based on Rhino Grasshopper

for the special-shaped and variable cross-section forked columns in long-span railway passenger stations

a total of twelve fo

rked columns with four variable cross-section forms were constructed. MIDAS Gen and MIDAS FEA were used to establish a multi-scale finite element model of the station building with special-shaped forked columns

and the stability performance of the forked columns was then analyzed. [

Results

]

The results showed that the mode direction factor of Z-rotation in the first mode of the station building was 21.50%

indicating that the torsional coupling effect caused by the irregular plane layout was significant

and the adverse effects induced by eccentricity should be carefully considered in structural design. The large-span roof truss structure and steel pipe columns exhibited good deformation compatibility

and the load transfer mechanism of the whole structure was clear

indicating that the established multi-scale structure model was reasonable. The linear buckling eigenvalue of the forked column was 19.88

and the vertical ultimate bearing capacity was 51220.62 kN. After considering the influence of initial defects

the ultimate stability bearing capacity of the most unfavorable forked column decreased by 33.5%. After considering geometric nonlinearity

the ultimate stability bearing capacity of the most unfavorable forked column decreased by 22.48%

but it still featured enough safety reserves

which demonstrated that the design of the forked columns met the specification requirements and the design method was reasonable. [

Conclusion

]

The research findings provide guidance for the calculation of special components in complex long-span structures.

关键词

Keywords

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