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（1 廣州大學(xué)廣東省地震工程與應(yīng)用技術(shù)重點(diǎn)實(shí)驗(yàn)室， 廣州 510405；2 中國(guó)建筑科學(xué)研究院有限公司， 北京 100013）

［摘要］基于混凝土材料剛度退化和能量等效的原則，提出了考慮剪力墻連梁剛度折減設(shè)計(jì)模型的確定方法，并將本文方法在非線性分析軟件SAUSAGE和結(jié)構(gòu)設(shè)計(jì)軟件SATWE中完成開發(fā)實(shí)現(xiàn)。結(jié)合某超高層剪力墻結(jié)構(gòu)在小震、中震、大震作用下的非線性時(shí)程分析結(jié)果，得到了此結(jié)構(gòu)考慮連梁剛度折減的設(shè)計(jì)模型。通過結(jié)構(gòu)設(shè)計(jì)軟件SATWE完成此設(shè)計(jì)模型的等效線性時(shí)程分析；通過與非線性結(jié)果對(duì)比，驗(yàn)證了本文方法的合理性。

［關(guān)鍵詞］材料剛度退化； 連梁剛度折減； 能量等效； 等效阻尼比； 非線性顯式動(dòng)力時(shí)程分析

中圖分類號(hào)：TU311-3, TU311-41文獻(xiàn)標(biāo)識(shí)碼：A文章編號(hào)：1002-848X(2019)13-0079-07

Study on design model  considering stiffness reduction of shear wall coupling beam

Cao Shengtao1,2， Yang Zhiyong2， Qiao Baojuan2， Li Zhishan1

(1 Guangdong Provincial Key Laboratory of Earthquake Engineering and Applied Technology, Guangzhou University, Guangzhou 510405, China; 2 China Academy of Building Research, Beijing 100013, China)

Abstract:Based on the stiffness degradation of concrete materials and energy equivalence principle, a method for determining the design model of shear wall  coupling beam stiffness reduction was presented. The method of this paper was developed by nonlinear analysis software SAUSAGE and structural design software SATWE. The nonlinear time history response of a super high-rise shear wall structure under small, medium and large earthquake were analyzed, the design model of the stiffness reduction of the coupling beam was obtained. The equivalent linear time history response of the design model was analyzed by structural design software SATWE. By comparing the equivalent linear and the nonlinear analysis results, the rationality of this method was verified.Keywords:material stiffness degradation; coupling beam stiffness reduction; energy equivalence; equivalent damping ratio; nonlinear explicit dynamic time history analysis

*國(guó)家重點(diǎn)研發(fā)計(jì)劃高性能計(jì)算重點(diǎn)專項(xiàng)（2016YFB0200605），中國(guó)建筑科學(xué)研究院青年基金科研項(xiàng)目（20170122331030031）。

作者簡(jiǎn)介：曹勝濤，博士研究生，工程師，Email:caoshengtao@cabrtech.com。