考虑FSSI的高压变电站构架装配式RC基础受力性能

庞瑞; 段妹男; 肖波; 刘洋航; 董柱

doi:10.20265/j.cnki.issn.1007-2993.2024-0108

考虑FSSI的高压变电站构架装配式RC基础受力性能

doi: 10.20265/j.cnki.issn.1007-2993.2024-0108

庞瑞^1,,
段妹男^1,,
肖波²,
刘洋航¹,
董柱¹

1.
河南工业大学土木工程学院，河南郑州　450001
2.
国网河南省电力公司经济技术研究院，河南郑州　450052

基金项目: 国家自然科学基金（52278172）；国网河南省电力公司经济技术研究院项目（SGHAYJ00JS2200105）

详细信息

作者简介:
庞　瑞，男，1981年生，博士，教授，主要从事装配式混凝土结构研究。E-mail：seupangrui@163.com

中图分类号: TU471.1
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- 文章访问数: 10
- HTML全文浏览量: 4
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- 被引次数: 0
出版历程
- 收稿日期: 2024-03-08
- 修回日期: 2024-04-18
- 录用日期: 2024-05-09
- 刊出日期: 2025-08-08

Mechanical performance of prefabricate RC foundation of high voltage substation frame considering foundation-soil-structure interaction

1.
College of Civil Engineering, Henan University of Technology, Zhengzhou 450001, Henan, China
2.
State Grid Henan Economic Research Institute, Zhengzhou 450052, Henan, China

摘要

摘要: 为研究变电站构架装配式钢筋混凝土（RC）基础的受力性能，运用ABAQUS软件分别建立基础–土体–结构相互作用（FSSI）模型、基础–结构相互作用（FSI）模型、基础–土体模型和基础固支模型。考虑承载力极限状态下的大风不利工况，对比分析4种模型中各构件的结构响应，优化装配式基础的模拟分析方法。结果表明：大风不利工况下，FSSI模型中装配式基础各构件和人字构架的应力及变形均处于弹性阶段，满足设计要求；不考虑土体影响时，装配式基础应力分布不均匀且数值小，竖向位移及变形几乎为零，人字构架主要控制节点应力较大而位移较小；不考虑整体结构协同变形时，装配式基础混凝土和钢筋应力均较小；考虑基础–土体–结构相互作用后，装配式基础应力、位移及变形均增大，人字构架顺风向位移增大，此分析方法更符合实际受力，有利于装配式基础安全设计；若人字构架排布形式一致，且采用施加等效荷载的简化建模方法设计基础时，其装配式三柱基础、双柱基础配筋量应分别增大约60%，27%。
- 变电站人字构架 /
- 装配式钢筋混凝土基础 /
- FSSI效应 /
- 数值分析
Abstract: To study the mechanical performance of prefabricated reinforced concrete (RC) foundation of substation frame, the foundation-soil-structure interaction (FSSI) model, the foundation-structure interaction (FSI) model, foundation-soil model and foundation fixed model were established by ABAQUS software. Considering the adverse wind conditions under the bearing capacity limit state, the structural responses of each component in the four models were compared and analyzed, and the simulation analysis method of the prefabricated foundation was optimized. The results show that under the unfavorable wind conditions, the stress and deformation of each component of the prefabricated foundation and the herringbone frame in the FSSI model are in the elastic stage, which meets the design requirements. Under the four model conditions, when the influence of soil is not considered, the stress distribution of the prefabricated foundation is uneven and the value is small, the vertical displacement and deformation are almost zero, the stress of the main control nodes of the herringbone frame is large and the displacement is small. When the synergistic deformation of the whole structure is not considered, the stress of the prefabricated foundation concrete and the steel bar is small; considering the foundation-soil-structure interaction, the stress, displacement and deformation of the prefabricated foundation increase, and the along-wind displacement of the herringbone frame increases. This analysis method is more in line with the actual stress and is conducive to the safety design of the prefabricated foundation. If the arrangement of the herringbone frame is consistent and the simplified modeling method of applying equivalent load is used to design the foundation, the reinforcement amount of the prefabricated three-column foundation and the double-column foundation should be increased by about 60% and 27%, respectively.
- substation herringbone structure /
- prefabricated RC foundation /
- foundation-soil-structure interaction /
- numerical analysis

HTML全文

图 1 220 kV变电站效果图

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图 2 现浇双柱基础尺寸及配筋图（单位：mm）

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图 3 现浇三柱基础尺寸及配筋图（单位：mm）

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图 4 人字构架预应力装配式双柱基础拆分示意图（单位：mm）

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图 5 人字构架夹心式后浇段装配式三柱基础（单位：mm）

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图 6 FSSI模型

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图 7 FSI模型

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图 8 基础固支模型

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图 9 基础–土体模型

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图 10 人字构架尺寸图（单位：mm）

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图 11 本构模型

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图 12 X向风荷载

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图 13 母线构架及导线荷载

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图 14 装配式双柱基础荷载–位移曲线

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图 15 装配式三柱基础荷载–位移曲线

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图 16 基础固支模型混凝土压应力云图

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图 17 FSI模型混凝土压应力云图

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图 18 基础–土体模型混凝土压应力云图

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图 19 FSSI模型混凝土压应力云图

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图 20 装配式三柱基础夹心式后浇段应力云图

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图 21 基础固支模型装配式基础钢筋应力云图

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图 22 FSI模型装配式基础钢筋应力云图

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图 23 基础–土体模型装配式基础钢筋应力云图

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图 24 FSSI模型装配式基础钢筋应力云图

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图 25 装配式双柱基础预应力筋应力云图

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图 26 基础固支模型装配式基础位移云图

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图 27 FSI模型装配式基础位移云图

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图 28 基础–土体模型位移云图

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图 29 FSSI模型装配式基础位移云图

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图 30 FSSI模型竖向荷载–位移曲线（N为施加荷载值，N_U为破坏荷载值）

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图 31 基础–土体模型竖向荷载–位移曲线（N为施加荷载值，N_U为破坏荷载值）

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图 32 构架柱主要控制节点

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图 33 人字构架柱节点处峰值应力曲线

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图 34 人字构架柱节点处峰值位移曲线

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图 35 FSSI模型地基土剖面压应力云图

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图 36 基础–土体模型地基土剖面压应力云图

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表 1 地基土力学性能参数

土厚/m 密度
/（kg·m⁻³）弹性模量
/MPa 泊松比黏聚力
/kPa 内摩擦
角/（°）

5 2000 48 0.30 25 15

6 2100 72.6 0.30 35 20

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