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浙江大学学报(工学版)
Journal of ZheJiang University (Engineering Science)  2021, Vol. 55 Issue (7): 1351-1360    DOI: 10.3785/j.issn.1008-973X.2021.07.014
    
Wind-induced response of crane structure with double flat arms for long-span transmission towers
Ming-feng HUANG1(),Xin-rui WEI1,He-kai YE1,Jian-yun YE2,Wen-juan LOU1
1. Institute of Structural Engineering, Zhejiang University, Hangzhou 310058, China
2. Zhejiang Electric Power Transmission & Transformation Corporation, Hangzhou 310016, China
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Abstract  

Based on the high-frequency force-balance wind tunnel test, the aerodynamic force coefficients of the crane structure were obtained under different wind direction angles and positions of double flat arms. Several finite element models of crane structure with double flat arms were established corresponding to typical working conditions of crane structure during the whole construction process. Wind-induced dynamic response analysis was carried out in time domain and the gust response factors of the crane structure were calculated under various working conditions and different wind directions. The calculated gust response factors were compared with the values derived from the design code of high-rise structures. Results show that the calculated gust response factors based on time history analysis for the body of crane structure exhibit more complicated behavior along the height than ones from the design code. Compared to the time history analysis, the design code overestimates the gust response factors for the top cantilever part of the crane structure, which is above the first guylines. Considering the most critical wind conditions, the gust response factor is calculated as 3.05 under 0 degree wind while the gust response factors of 2.24 (x-direction) and 2.28 (y-direction) are obtained for two orthogonal directions under 45 degree wind.

Key words： crane structure      wind tunnel test      finite element analysis      wind-induced dynamic response      gust response factor     
Received: 16 May 2020      Published: 05 July 2021
CLC:  TU 311  
  P 315.9  
Fund:  国家自然科学基金资助项目（51838012）；浙江省基础公益研究计划资助项目（LGG18E080001）
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Ming-feng HUANG
Xin-rui WEI
He-kai YE
Jian-yun YE
Wen-juan LOU
Cite this article:

Ming-feng HUANG,Xin-rui WEI,He-kai YE,Jian-yun YE,Wen-juan LOU. Wind-induced response of crane structure with double flat arms for long-span transmission towers. Journal of ZheJiang University (Engineering Science), 2021, 55(7): 1351-1360.

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https://www.zjujournals.com/eng/10.3785/j.issn.1008-973X.2021.07.014     OR     https://www.zjujournals.com/eng/Y2021/V55/I7/1351


大跨越钢管塔双平臂抱杆的风致响应

基于风洞高频天平测力试验，获取抱杆结构在不同风向角和平臂姿态条件下的体型系数；建立施工全过程中典型工况下双平臂抱杆有限元模型，计算得到抱杆结构在多种施工工况和不同风向下的动力时程响应和风振系数，并与高耸结构设计规范的风振系数取值进行比较分析. 结果表明，对于抱杆杆身部分，基于时程分析的风振系数结果沿高度变化规律比规范风振系数更加复杂；对于第一道腰环拉索以上部分，即抱杆顶部悬臂部分，规范给出的风振系数较为保守，显著大于时程分析方法风振系数. 对于抗风最不利工况，抱杆顶部在0°和45°风向角下的时程风振系数分别达到3.05，2.24（45°x向）和2.28（45°y向）.


关键词： 抱杆结构,  风洞试验,  有限元分析,  风振响应,  风振系数 
Fig.1 Construction of transmission tower and crane structure with double flat arms
Fig.2 Wind tunnel model of crane structure with double flat arms
Fig.3 Wind direction angle and position of double flat arms for wind tunnel test
平臂姿态 $\theta $/（°）
0° 0°、15°、30°、45°、60°、75°、90°；
22.5° 22.5°、37.5°、52.5°、67.5°、82.5°、97.5°、112.5°；
45° 45°、60°、75°、90°、105°、120°、135°
Tab.1 Wind direction angles for wind tunnel test
Fig.4 Aerodynamic force coefficients of standard section of crane structure
$\theta $/（°） μ s 误差/%
风洞试验 文献[18]
0 2.41 2.31 ?4.15
45 2.80 2.81 0.36
90 2.16 2.31 6.94
Tab.2 Comparisons of aerodynamic force coefficients for standard section of crane structure
平臂姿态 $\theta $/（°） Cx 误差/% Cy 误差/%
文献[18] 风洞试验 文献[18] 风洞试验
0° 0 2.23 2.26 ?1.33 0 ?0.03
0° 45.0 1.71 1.89 ?9.52 1.56 1.68 ?7.14
0° 90.0 0 0.23 1.90 1.72 10.47
22.5° 22.5 2.07 2.13 ?2.82 0.92 1.04 ?11.54
22.5° 67.5 0.93 1.02 ?8.82 1.83 2.26 ?19.03
22.5° 112.5 ?0.79 ?0.53 49.06 1.76 1.81 2.76
45° 45.0 1.79 1.58 13.29 1.79 1.90 ?5.79
45° 90.0 0.11 0.17 ?35.29 2.02 2.24 ?9.82
45° 135.0 ?1.55 ?1.14 35.96 1.55 1.41 9.93
Tab.3 Comparisons of aerodynamic force coefficients for complete crane structure with double flat arms
Fig.5 Typical working conditions of crane structure during tower construction
Fig.6 Wind loading positions of crane structure
Fig.7 Time histories of wind force at top standard section of crane structure under zero degree wind
Fig.8 Time histories of wind force on double flat arms and top part of crane structure under zero degree wind
Fig.9 Finite element model of guyed crane structure with double flat arms
Fig.10 Natural vibration frequency of four working conditions of guyed crane structure with double flat arms
Fig.11 First three vibration formation of fourth working condition of guyed crane structure with double flat arms
Fig.12 Time history displacements at key location of crane structure under 45° wind angle
Z/m β1 β2
0° 45°x向 45°y向 0° 45°x向 45°y向
364.7 1.41 1.36 1.32 1.37 1.01 1.02
370.8 1.51 1.46 1.47 1.21 1.06 1.02
376.9 1.74 1.60 1.60 1.71 1.13 1.14
383 2.20 1.82 1.80 2.02 1.37 1.34
389 2.42 2.03 2.00 2.29 1.61 1.69
396.2 2.62 2.23 2.26 2.62 1.81 1.82
403.4 2.85 2.35 2.36 2.84 2.15 2.01
410.5 2.92 2.46 2.50 2.89 2.18 2.05
417.8 2.99 2.51 2.52 2.92 2.18 2.11
424.8 3.08 2.56 2.60 2.95 2.20 2.21
432.2 3.17 2.62 2.67 3.05 2.24 2.28
Tab.4 Comparisons of gust response factors of crane structure for case four
Fig.13 Comparisons of gust response factors of crane structure under four working conditions and 0° wind angle
Fig.14 Comparisons of gust response factors of crane structure under four working conditions and 45° wind angle
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