混凝土风电塔架双尺度模型验证及局部预应力损失研究

张俊俊; 甄理; 黄昊; 林政; 刘金龙; 陈改新

doi:doi:10.19912/j.0254-0096.tynxb.2024-1386

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混凝土风电塔架双尺度模型验证及局部预应力损失研究

更新时间：2026-01-08

- 混凝土风电塔架双尺度模型验证及局部预应力损失研究
- 混凝土风电塔架双尺度模型验证及局部预应力损失研究
- 太阳能学报 2025年46卷第12期页码：626-636
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- DOI：doi:10.19912/j.0254-0096.tynxb.2024-1386
  中图分类号： TK83
- 网络出版：2026-01-07，
  
  纸质出版：2025
- 稿件说明：
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张俊俊, 甄理, 黄昊, 等. 混凝土风电塔架双尺度模型验证及局部预应力损失研究[J]. 太阳能学报, 2025,46(12):626-636.

张俊俊, 甄理, 黄昊, et al. 混凝土风电塔架双尺度模型验证及局部预应力损失研究[J]. 2025, 46(12): 626-636.
张俊俊, 甄理, 黄昊, 等. 混凝土风电塔架双尺度模型验证及局部预应力损失研究[J]. 太阳能学报, 2025,46(12):626-636. DOI： doi:10.19912/j.0254-0096.tynxb.2024-1386.

张俊俊, 甄理, 黄昊, et al. 混凝土风电塔架双尺度模型验证及局部预应力损失研究[J]. 2025, 46(12): 626-636. DOI： doi:10.19912/j.0254-0096.tynxb.2024-1386.

摘要

预应力混凝土风电塔架较传统钢制塔架具有更好的整体和局部稳定性

能满足复杂地形和更高塔的建设需求。以缩尺试验为基础

基于双尺度建模方法

分析钢绞线预应力局部对称损失状态下全尺寸双尺度混凝土塔架的整体和局部力学性能以及结构的屈曲稳定性。计算结果表明：双尺度模型与缩尺试验结果吻合良好

塔顶荷载、位移相对误差分别为0.3%、5.5%。对于全尺寸双尺度模型

相对于无预应力损失状态

边缘局部预应力损失对结构位移影响较大

迎风侧预应力损失最大位移增加12.2%

背风侧预应力损失最大位移减小23.6%。对于不同预应力损失幅值

混凝土拉应力变化较小、压应力变化明显。不同工况线性屈曲模态振型基本一致

不同位置预应力损失对塔架线性屈曲模态影响较小。相较于线性屈曲分析

非线性屈曲临界荷载降低52.3%。

Abstract

Compared to traditional steel towers

prestressed concrete wind turbine towers exhibit superior global and local stability

enabling their deployment in complex terrains and for greater hub heights. This study investigates the local and global mechanical properties

as well as the buckling stability

of a full-scale concrete tower under conditions of local symmetric prestress loss in the steel strands. Based on the scale reduction test and the dual scale modeling method. Results demonstrate excellent agreement between the dual scale model predictions and the scaled test data

with relative errors in load and displacement of 0.3% and 5.5%

respectively. For the full-scale model

local edge prestress loss exerts a more significant influence on structural displacement than the case without such loss. Specifically

prestress loss on the windward side results in a 12.2% increase in maximum displacement

while loss on the leeward side causes a 23.6% reduction. Regarding varying magnitudes of prestress loss

tensile stress changes remain minimal

whereas compressive stress changes are pronounced. Linear buckling modes remain largely consistent across different loading conditions

and the location of prestress loss has negligible impact on these modes. In contrast to linear buckling analysis

the critical load derived from non-linear buckling analysis is significantly reduced by 52.3%.

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references

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