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（浙江大學(xué)建筑工程學(xué)院， 杭州 310058）

［摘要］為探討高層鋼結(jié)構(gòu)風(fēng)振計(jì)算模型的合理性和風(fēng)振響應(yīng)特性，對(duì)某鋼結(jié)構(gòu)高層住宅進(jìn)行了風(fēng)洞試驗(yàn)，得到了建筑表面的風(fēng)荷載時(shí)程；建立面向風(fēng)振分析的彈性樓板精細(xì)模型、剛性樓板精細(xì)模型和簡(jiǎn)化層剛片模型，將測(cè)得的風(fēng)荷載時(shí)程分別施加于三種模型，按隨機(jī)振動(dòng)理論計(jì)算得到了各模型在不同風(fēng)向角下的順風(fēng)向、橫風(fēng)向和扭轉(zhuǎn)向風(fēng)振響應(yīng)統(tǒng)計(jì)值，并與相關(guān)規(guī)范方法結(jié)果進(jìn)行比較。結(jié)果顯示：結(jié)構(gòu)的峰值位移響應(yīng)雖由順風(fēng)向控制，但加速度響應(yīng)由橫風(fēng)向控制，扭轉(zhuǎn)向加速度接近于順風(fēng)向；基于剛性樓板假定的風(fēng)振分析所帶來(lái)的偏差并不大，但采用簡(jiǎn)化層剛片模型及規(guī)范方法求得的扭轉(zhuǎn)向位移可能偏不安全。

［關(guān)鍵詞］鋼結(jié)構(gòu); 高層住宅; 風(fēng)振響應(yīng); 時(shí)域分析; 精細(xì)有限元

中圖分類(lèi)號(hào)：TU311.3      文獻(xiàn)標(biāo)識(shí)碼：A      文章編號(hào)：1002-848X(2014)19-0021-05

Study on wind vibration models and wind vibration characteristics of high-rise steel residential buildings

Cheng Rui, Chen Shuifu

 (College of Civil Engineering and Architecture, Zhejiang University, Hangzhou 310058, China)

Abstract: In order to investigate the reasonability of wind vibration analytical models and wind vibration characteristics of high-rise steel structures, wind tunnel model test was conducted on a residential high-rise steel building for measuring the wind-load time-history curve of the building surface. Three computational structural models were established to analyze the wind dynamic responses, including the refined finite element model with elastic floors, refined finite element model with rigid floors and the simplified rigid floor piece model. The measured wind-load time-history curve was thereafter imposed on the three models, and the statistical values of along-wind, across-wind and torsional wind vibration responses for different wind angle cases were determined employing the stochastic vibration theory. The obtained results were also compared with those calculated using the load code approach. The results indicate that although the peak displacement responses of the structure are dominated by the along-wind direction, the acceleration responses are dominated by the across-wind direction and the magnitudes of torsional accelerations are close to those of along-wind direction. The deviations induced just by the rigid floor assumption are quite small, but the employment of the simplified rigid floor piece model and the load code approach may probably lead the torsional displacements to an unsafe condition.

Keywords: steel structure; high-rise residential building; wind vibration response; time domain analysis; refined finite element

*國(guó)家自然科學(xué)基金資助項(xiàng)目(50978230)。

通訊作者：陳水福，博士，教授，Email: csf@zju.edu.cn。

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