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(中國(guó)建筑科學(xué)研究院有限公司， 北京 100013)

［摘要］現(xiàn)行《建筑結(jié)構(gòu)荷載規(guī)范》（GB 50009—2012）風(fēng)荷載計(jì)算公式基于規(guī)范所給定的基本振型形式進(jìn)行推導(dǎo)，背景分量因子的部分參數(shù)則是基于規(guī)范振型直接積分獲得，當(dāng)實(shí)際振型與規(guī)范振型差異較大時(shí)，基于規(guī)范參數(shù)的計(jì)算風(fēng)荷載可能與實(shí)際風(fēng)荷載差異較大。從等效風(fēng)振力法出發(fā)，針對(duì)結(jié)構(gòu)沿高質(zhì)量、受風(fēng)面積、阻力系數(shù)不變情況，采用指數(shù)形式的振型，研究了高層及高聳建筑振型變化對(duì)順風(fēng)向風(fēng)荷載的影響，并基于規(guī)范公式形式擬合了背景因子計(jì)算公式。研究表明：反映結(jié)構(gòu)頂點(diǎn)位移的IΦ隨振型指數(shù)增加而增加；但結(jié)構(gòu)基底響應(yīng)隨著振型指數(shù)增加而減小；現(xiàn)行規(guī)范給定的振型函數(shù)可用指數(shù)函數(shù)替代，其中高層建筑振型指數(shù)為0.9；高聳建筑振型指數(shù)為1.5；當(dāng)高層建筑振型指數(shù)低于0.9時(shí)，采用規(guī)范振型計(jì)算結(jié)果與實(shí)際結(jié)果相比偏??；當(dāng)高層建筑振型指數(shù)高于0.9時(shí)，采用規(guī)范振型計(jì)算結(jié)果與實(shí)際結(jié)果相比偏大；對(duì)大部分超高層建筑，采用規(guī)范振型的順風(fēng)向風(fēng)荷載比實(shí)際振型計(jì)算結(jié)果大，設(shè)計(jì)偏于安全。當(dāng)高聳建筑振型指數(shù)低于1.5時(shí)，采用規(guī)范振型計(jì)算結(jié)果與實(shí)際結(jié)果相比偏?。划?dāng)高聳建筑振型指數(shù)高于1.5時(shí)，采用規(guī)范振型計(jì)算結(jié)果與實(shí)際結(jié)果相比偏大。

［關(guān)鍵詞］高層建筑；高聳建筑；振型指數(shù)；等效風(fēng)振力；荷載規(guī)范；風(fēng)振系數(shù)

中圖分類號(hào)：TU311-3文獻(xiàn)標(biāo)識(shí)碼：A文章編號(hào)：1002-848X(2021)07-0139-07

Influence of fundamental mode shape on downwind wind loads

YAN Yalin, CHEN Kai, TANG Yi

(China Academy of Building Research, Beijing 100013, China)

Abstract:The wind load calculation formula in current Loadcodeforthedesignofbuildingstructures (GB 50009—2012) is derived based on the basic mode shape given by the code, and some parameters of the background component factor are obtained based on direct integration of the fundamental mode shape of the code. When there is a big difference from the actual mode shape and the mode shape of the code, the calculated wind load based on the code parameters may be quite different from the actual wind load. Starting from the equivalent wind vibration force method, aiming at the constant high quality, wind area and resistance coefficient of the structure, the exponential vibration mode was used to study the influence of tall and high-rise building vibration mode changes on the wind load in the downwind direction. The background factor calculation formula was fitted based on the code formula. Research shows that: IΦ, which reflects the displacement of the apex of the structure, increases with the increase of the mode shape index; but the base response of the structure decreases with the increase of the mode index; the mode shape function given by the current code can be replaced by an exponential function and the mode shape index of tall buildings is 0.9; the mode shape index of high-rise buildings is 1.5; when the mode shape index of tall buildings is lower than 0.9, the calculated results using the code mode shapes are smaller when compared with the actual results; when the mode shape index of tall buildings is higher than 0.9, the calculated results using the code mode shapes are larger when compared with the actual results; for most super tall buildings, the downwind wind load of the code mode shape is larger than the actual mode shape, so the design is safe. When the mode shape index of high-rise buildings is lower than 1.5, the calculated results of the code mode are smaller compared with the actual results; when the mode shape index of high-rise buildings is higher than 1.5, the calculated result of the code mode is larger than the actual result.

Keywords:tall building;high-rise building;mode shape exponent;equivalent wind vibration force;load code;wind vibration coefficient

*國(guó)家重點(diǎn)研發(fā)計(jì)劃項(xiàng)目（2017YFC0803300）。

作者簡(jiǎn)介：嚴(yán)亞林，博士，副研究員， Email：yanyalin@cabrtech.com；通信作者：陳凱，博士，研究員，Email：chenkai@cabrtech.com。