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浙江大学学报(工学版)
浙江大学学报(工学版)  2019, Vol. 53 Issue (10): 1916-1926    DOI: 10.3785/j.issn.1008-973X.2019.10.009
土木工程     
考虑风速风向分布的干煤棚结构风振疲劳分析
黄铭枫1(),叶何凯1,楼文娟1,孙轩涛1,叶建云2
1. 浙江大学 结构工程研究所，浙江 杭州 310058
2. 浙江送变电工程有限公司，浙江 杭州 310016
Wind-induced vibration and fatigue analysis of long span lattice structures considering distribution of wind speed and direction
Ming-feng HUANG1(),He-kai YE1,Wen-juan LOU1,Xuan-tao SUN1,Jian-yun YE2
1. Institute of Structural Engineering, Zhejiang University, Hangzhou 310058, China
2. Zhejiang Electric Power Transmission and Transformation Corporation, Hangzhou 310016, China
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摘要：

针对大跨开敞式干煤棚结构在风荷载作用下易发生风致疲劳破坏的问题，基于干煤棚结构的多点同步测压风洞试验结果，结合Miner疲劳线性累积损伤理论，分别采用雨流法、等效应力法、等效窄带法和等效宽带法等时域与频域内多种方法，计算得到干煤棚网架的风致疲劳损伤结果. 通过建立风速风向联合概率密度函数，考虑煤棚所在地实际风速风向联合分布特性对风致疲劳损伤分析的影响，利用高强螺栓应力经验公式，估算网架结构球节点的疲劳损伤. 结果表明，等效宽带法是频域法中较精确的疲劳损伤计算方法. 与其他风向角相比，干煤棚网架结构在40°~60°斜风向作用下更容易引发疲劳损伤. 在考虑风速风向联合分布的条件下，螺栓球节点的年均累积疲劳损伤比杆件本身更显著.
关键词： 风洞试验;  风振分析;  疲劳分析;  风速风向联合分布    
Abstract:

Wind-induced vibration related fatigue analysis of a long-span lattice structure was performed both in the time and frequency domains based on the multiple point pressure measurement wind tunnel test data according to the Miner’s linear cumulative damage theory in order to analyze the wind-induced fatigue damage of long span lattice structures under wind load. Four methods were applied for estimating wind-induced damage on the structure, i.e., the time domain rain-flow method, the equivalent stress method, the equivalent narrow band method and the equivalent wide band method. The influences of the joint distribution of wind speed and direction on the fatigue damage of the structure were carefully assessed by constructing the joint probabilistic distribution function. The wind-induced fatigue damage of spherical joints in the steel lattice structure was evaluated with the empirical formula of high-strength bolt stresses. Results show that the equivalent wide band method is a more accurate method for fatigue damage calculation in frequency domain. The fatigue damage of the lattice structure is more likely to occur under the wind directions of 40°~60° compared with other wind direction angles. The cumulative fatigue damage of spherical joints is more significant than that of the structural members themselves considering the joint distribution of wind speed and direction.
Key words: wind tunnel test    vibration analysis    fatigue analysis    joint distribution of wind speed and direction
收稿日期: 2018-11-07 出版日期: 2019-09-30
CLC:  TU 312  
作者简介: 黄铭枫（1976—），男，教授，从事结构风工程的研究. orcid.org/0000-0002-3741-7550. E-mail： mfhuang@zju.edu.cn
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黄铭枫
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引用本文:

黄铭枫,叶何凯,楼文娟,孙轩涛,叶建云. 考虑风速风向分布的干煤棚结构风振疲劳分析[J]. 浙江大学学报(工学版), 2019, 53(10): 1916-1926.

Ming-feng HUANG,He-kai YE,Wen-juan LOU,Xuan-tao SUN,Jian-yun YE. Wind-induced vibration and fatigue analysis of long span lattice structures considering distribution of wind speed and direction. Journal of ZheJiang University (Engineering Science), 2019, 53(10): 1916-1926.

链接本文:

http://www.zjujournals.com/eng/CN/10.3785/j.issn.1008-973X.2019.10.009    或    http://www.zjujournals.com/eng/CN/Y2019/V53/I10/1916

图 1  挪威规范中适用空间网壳结构形式的S-N曲线
图 2  干煤棚网架风洞试验模型
图 3  风洞试验模型测点布置图
图 4  风洞试验风场模拟情况
图 5  干煤棚网架有限元模型及60°风向角下关键杆件位置图
图 6  杆件1和杆件9上节点Y向位移时程图
图 7  杆件1和杆件9上节点Z向位移时程图
图 8  关键杆件1和杆件9的应力时程图
图 9  关键杆件1和杆件9的应力功率谱图
图 10  关键杆件应力幅值分布图
10?8
θs/(°) 杆件1 杆件2 杆件3 杆件4 杆件5 杆件6 杆件7 杆件8 杆件9 杆件10
0 0.02 0.02 0.02 0.02 0.01 0.01 0.01 0.01 0.01 0.01
10 0.72 0.57 0.56 0.42 0.23 0.19 0.16 0.13 0.07 0.03
20 6.54 5.72 5.04 4.77 4.13 2.63 1.60 1.45 1.17 0.89
30 12.48 11.45 10.09 9.30 9.05 6.30 5.11 3.31 3.07 2.72
40 27.28 25.82 24.02 21.73 21.60 15.95 14.74 13.56 12.51 11.06
50 30.44 29.19 17.23 15.05 12.66 8.61 6.50 6.46 5.14 4.36
60 45.67 39.23 33.83 33.06 27.57 18.70 15.57 15.40 14.84 11.26
70 12.52 10.77 10.29 8.72 7.43 5.16 4.75 4.00 2.58 1.99
80 1.49 1.09 1.02 0.71 0.52 0.29 0.21 0.15 0.13 0.13
90 0.75 0.52 0.51 0.29 0.22 0.22 0.17 0.14 0.03 0.03
120 22.07 18.28 16.02 14.24 13.10 8.72 6.84 6.72 6.58 4.23
140 33.97 31.06 27.23 24.94 23.04 17.66 14.08 13.50 8.52 8.51
180 0.07 0.07 0.06 0.05 0.05 0.04 0.02 0.02 0.02 0.01
200 8.65 7.30 6.28 5.65 5.24 3.47 2.45 2.27 2.19 1.05
220 43.79 41.30 37.49 33.55 30.77 23.89 19.67 17.51 14.17 14.09
270 0.51 0.36 0.27 0.22 0.22 0.17 0.15 0.13 0.12 0.11
310 23.75 21.13 18.57 16.81 16.01 11.27 9.66 8.92 8.00 5.36
表 1  各风向角下应力幅最大的10根杆件疲劳损伤
图 11  各风向角下疲劳损伤最大杆件位置示意图（下弦）
杆件序号 D/10?8 w/%
雨流法 等效应力法 等效窄带法 等效宽带法 等效应力法 等效窄带法 等效宽带法
1 30.44 46.55 38.91 32.65 52.92 27.83 7.26
2 29.19 42.12 35.79 32.89 44.30 22.62 12.70
3 17.23 23.39 21.06 20.74 35.75 22.20 20.37
4 15.05 22.25 18.02 13.19 47.89 19.76 ?12.37
5 12.66 15.87 15.32 15.97 25.33 21.01 26.10
6 8.61 9.94 11.05 11.05 15.45 28.34 28.34
7 6.50 9.82 9.08 6.63 51.05 39.66 1.87
8 6.46 6.87 8.34 9.06 6.38 29.12 40.17
9 5.14 6.41 6.80 5.59 24.72 32.31 8.79
10 4.36 5.17 5.60 5.23 18.57 28.31 19.98
表 2  50°风向角下10根关键杆件疲劳损伤计算结果对比
图 12  苍南干煤棚周边地貌图
图 13  1977—2016年日最大风速序列
图 14  1977—2016年日最大风速对应风向玫瑰图
图 15  风速风向联合概率密度函数
杆件 D×t/(mm×mm) S/mm2 $\sigma $/MPa D/10?6
1 159×8 1 947 88.8 6.05
2 159×8 1 947 87.8 5.87
3 180×10 2 748 86.0 5.49
4 159×8 1 947 85.0 5.31
5 159×8 1 947 80.2 4.42
6 219×10 3 360 75.3 3.66
7 159×6 1 470 71.9 3.18
8 159×8 1 947 69.9 2.93
9 180×8 2 211 63.8 2.24
10 159×6 1 470 63.5 2.19
表 3  60°风向角下关键杆件截面尺寸、时均应力值及疲劳损伤
图 16  螺栓球节点构造图
图 17  关键螺栓球节点位置示意图
螺栓球编号 D/10?2 T/a
① 3.17 31.55
② 3.08 32.47
③ 2.88 34.72
④ 2.78 35.97
⑤ 2.32 43.10
⑥ 1.92 52.08
⑦ 1.67 59.88
⑧ 1.54 64.94
⑨ 1.17 85.47
⑩ 1.15 86.96
表 4  关键螺栓球节点年累积疲劳损伤和疲劳寿命
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