台风中/小尺度嵌套下大跨柔性光伏支架结构风振响应与稳定性分析

何正东; 李文杰; 张春伟; 张勤; 柯世堂; 孙圆

doi:doi:10.19912/j.0254-0096.tynxb.2024-0784

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台风中/小尺度嵌套下大跨柔性光伏支架结构风振响应与稳定性分析

更新时间：2025-10-22

- 台风中/小尺度嵌套下大跨柔性光伏支架结构风振响应与稳定性分析
- 暂无标题
- 太阳能学报 2025年46卷第9期页码：528-537
- 作者机构：
- 作者简介：
- 基金信息：
  
  国家自然科学基金（52078251;52211530086）;江苏省自然科学基金（BK20211518;BK20210309）
- DOI：doi:10.19912/j.0254-0096.tynxb.2024-0784
  中图分类号： TU352
- 网络出版：2025-10-14，
  
  纸质出版：2025
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何正东, 李文杰, 张春伟, 等. 台风中/小尺度嵌套下大跨柔性光伏支架结构风振响应与稳定性分析[J]. 太阳能学报, 2025,46(9):528-537.
何正东, 李文杰, 张春伟, 等. 台风中/小尺度嵌套下大跨柔性光伏支架结构风振响应与稳定性分析[J]. 太阳能学报, 2025,46(9):528-537. DOI： doi:10.19912/j.0254-0096.tynxb.2024-0784.

DOI：

摘要

为探究台风作用下大跨柔性光伏支架结构的风振特性和稳定性

基于天气预报模式（WRF）模式开展三维近地面台风高分辨率模拟

采用自定义场函数将中尺度台风作为小尺度计算流体力学（CFD）数值模拟的入口边界条件;再结合某40 m跨度柔性光伏支架提出3种结构优化模型

探究台风下阵列风压分布和非线性风振特性

并分析不同优化模型结构失稳全过程

最后建立大跨柔性光伏支架阵列结构失稳判定模型。研究表明

大跨柔性光伏支架阵列最大风压在迎风首排区域

最大风压系数为0.85

最小风压出现在第二排

最小风压系数为0.15;不同结构模型总位移均主要以垂向位移为主

且在迎风面首排边跨局部三角撑杆率先失效

失稳判定模型表明考虑交叉斜杆和横向连杆为大跨度柔性光伏支架阵列的最优模型。

Abstract

To investigate the wind-induced vibration characteristics and stability of large-span flexible PV support structures under typhoons

a weather forecast model （WRF） based on the nonhydro-static equilibrium Euler equation model was used to simulate three-dimensional near-surface typhoon with the high spatiotemporal resolution

using a customized field function to incorporate a meso-scale typhoon as the inlet boundary condition for small-scale computational fluid dynamics（CFD） numerical simulations; Three structural optimization models were proposed based on a certain project of a 40 m large-span flexible PV support array. The wind pressure distribution characteristics and nonlinear wind vibration characteristics of large-span flexible PV support arrays under typhoons were investigated

and the entire process of structural instability of different optimization models was analyzed. Finally

a structural instability assessment model of large-span flexible PV support arrays was established. Research has shown that the maximum wind pressure of the large-span flexible PV support array occurs in the windward first-row area

with a maximum wind pressure coefficient of 0.85

and the minimum wind pressure occurs in the second row

with a minimum wind pressure coefficient of 0.15; The total displacement of different structural models is mainly in the -direction

and the structure is the first to fail in the local triangular braces of the first row of side spans on the windward side. The instability determination model shows that considering cross-diagonal braces and horizontal links is the optimal configuration for large-span flexible PV support arrays.

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