（同濟大學(xué)土木工程防災(zāi)國家重點實驗室，上海 200092）

 [摘要]格構(gòu)式塔架在臺風(fēng)作用下發(fā)生破壞的現(xiàn)象十分普遍。臺風(fēng)與通常季風(fēng)等良態(tài)風(fēng)相比具有高湍流度等特性，而現(xiàn)行結(jié)構(gòu)設(shè)計規(guī)范中并未考慮這些差別的影響。利用在同濟大學(xué)上海浦東實測基地建立的40m高格構(gòu)式鋼管塔，完整記錄了2012年臺風(fēng)“海葵”影響上海時塔架10m、20m、30m和40m高度處的風(fēng)速時程和40m高度處部分時段的風(fēng)振加速度響應(yīng)時程?；谠搶崪y數(shù)據(jù)，首先分析了各個高度順風(fēng)向湍流度隨平均風(fēng)速的變化特點；然后利用實測風(fēng)速時程樣本對格構(gòu)式鋼管塔進行加載，在有限元軟件中進行風(fēng)振時程分析，結(jié)果表明，當(dāng)平均風(fēng)速大于13m/s時，塔架4個實測高度處加速度響應(yīng)均方根隨平均風(fēng)速近似線性增大；最后，根據(jù)數(shù)值分析結(jié)果，計算了格構(gòu)式鋼管塔不同高度處的風(fēng)振系數(shù)數(shù)值達(dá)1.36~1.65，與臺風(fēng)下實測結(jié)果近似，比現(xiàn)行規(guī)范中規(guī)定的風(fēng)振系數(shù)大13%左右。

[關(guān)鍵詞]格構(gòu)式鋼管塔；臺風(fēng)“?？?rdquo;；現(xiàn)場實測；風(fēng)振響應(yīng)；風(fēng)振系數(shù)

中圖分類號：TU312.1

 *國家自然科學(xué)基金面上項目（51178352，51378396）。

作者簡介：周文超（1988-），男，碩士研究生，Email: zhou_wenchao@126.com。

通訊作者：黃鵬（1974-），男，副研究員，博導(dǎo)，

Email: huangtju@#edu.cn。

Wind-induced response analysis of a lattice tower under typhoon impact

Zhou Wenchao, Huang Peng, Gu Ming

(State Key Laboratory of Disaster Reduction in Civil Engineering, Tongji University, Shanghai 200092, China)

Absract: Damages of lattice tower under typhoon are very common. Compared to monsoon and other nolmal winds, typhoon has higher turbulence intensity, while the current structural design code does not consider this difference. When typhoon HAIKUI impacted Shanghai in 2012, wind speed time series at 10m, 20m, 30m and 40m and the part section wind-induced acceleration time series at 40m were recorded by the 40 m tall lattice steel tube tower which was built by Tongji University in Shanghai Pudong wind engineering research field. Based on the filed measured data, firstly, the variation of along-wind turbulence with mean wind speed is obtained. Then, the measured wind speed time sample are used as wind loading, and a time history analysis of the lattice steel tube tower are made using finite element software. Tt is shown that when mean wind speed is greater than 13m/s, the RMS of acceleration response in 4 measured height increase almost linearly with mean wind speed. Finally, according to the the numerical results, wind-induced vibration coefficients at different heights of the tower are calculated, which reached 1.36-1.65, which are approximate to the typhoon measurement result while greater than the value in current structural design code about 13%.

Keyword: lattice steel tube tower; typhoon HAIKUI; field measurement; wind-induced response; wind-induced vibration coefficient

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