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(中信建筑設(shè)計(jì)研究總院有限公司, 武漢 430014)

摘要: 由于彎矩增大系數(shù)選取不當(dāng),很多依據(jù)《混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)范》(GB 50010—2010)(2015 年版)設(shè)計(jì)的框架結(jié)構(gòu)在地震作用下無(wú)法實(shí)現(xiàn)預(yù)期中的梁鉸機(jī)制. 對(duì)《混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)范》(GB 50010—2010)(2015 年版)中規(guī)定的柱端彎矩增大系數(shù)進(jìn)行了基于可靠度方法的評(píng)估,評(píng)估方法包括三步:定義形成梁鉸機(jī)制的極限狀態(tài),建立其地震易損性方程,計(jì)算出其形成梁鉸機(jī)制的可靠度指標(biāo). 初步建立了框架梁柱節(jié)點(diǎn)能否實(shí)現(xiàn)“強(qiáng)柱弱梁”機(jī)制的可靠度評(píng)價(jià)體系. 采用彈塑性時(shí)程分析的方法計(jì)算了在不同梁端負(fù)彎矩調(diào)幅系數(shù)取值下的柱端彎矩增大系數(shù)所對(duì)應(yīng)的可靠度指標(biāo),并將有限元分析結(jié)果與可靠度指標(biāo)進(jìn)行對(duì)比. 研究結(jié)果表明,在不進(jìn)行梁端負(fù)彎矩調(diào)幅和梁端負(fù)彎矩調(diào)幅系數(shù)取 15%時(shí),《混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)范》 (GB 50010—2010) (2015 年版)中規(guī)定的柱端彎矩增大系數(shù)的取值沒(méi)有達(dá)到現(xiàn)行規(guī)范規(guī)定可靠度的要求;對(duì)于四級(jí)和三級(jí)框架結(jié)構(gòu),建議將柱端彎矩增大系數(shù)分別增大到 1. 35 和1. 4,并應(yīng)在結(jié)構(gòu)設(shè)計(jì)中較準(zhǔn)確的計(jì)入樓板和填充墻對(duì)框架梁的增強(qiáng)作用.

關(guān)鍵詞: 框架結(jié)構(gòu); 柱端彎矩增大系數(shù); 強(qiáng)柱弱梁; 地震易損性方程; 可靠度指標(biāo)

中圖分類號(hào):TU318+. 1 文獻(xiàn)標(biāo)志碼:A 文章編號(hào):1002-848X(2023)12-0055-06

DOI:10. 19701 / j. jzjg. 20201085

Reliability assessment on column overdesign factor of RC frame

REN Jingzhe, ZHANG Zhigang

(CITIC General Institute of Architectural Design and Research Co. , Ltd. , Wuhan 430014, China)

Abstract: Many frame structures which are designed according to the requirements of Code for design of concrete structures(GB 50010—2010)(2015 edition), cannot achieve expected beam hinge mechanism due to the irrational value of columnoverdesign factor. The reliability of the column overdesign factor specified in the Code for design of concrete structures (GB50010—2010)(2015 edition) was assessed. The framework was established by the three steps: define the limit state ofbeam hinge mechanism, build the seismic fragility function of beam-column joints, calculate the reliability index of beamcolumn joints achieve beam hinge mechanism. A preliminary reliability evaluation system has been established to determinewhether the beam-column joint can achieve the " strong column weak beam" mechanism. With considering the differentvalues of the coefficient of beam moment amplitude modulation, the reliability index of beam-column joints achieve beamhinge mechanism was derived from the results of time history analysis and the results were compared with the targetreliability index. The results show that the reliability index of beam-column joints cannot meet the requirements thatspecified in Unified standard for reliability design of building structures ( GB 50010—2010) ( 2015 edition), when thecoefficient of beam moment amplitude modulation equals to 0% and 15%. The suggestions can be made: increase the valueof column overdesign factor to 1. 35 and 1. 4 for the RC frame of 4th and 3rd seismic grade respectively. The enhancementof floor slab and filler wall on frame beams should be accurately included in the structural design.

Keywords: frame structure; column overdesign factor; strong column-weak beam; seismic fragility function;reliability index

第一作者:任靖哲,碩士,工程師,主要從事結(jié)構(gòu)設(shè)計(jì)和結(jié)構(gòu)抗震可靠度方面的研究,Email:renjz@ citic. com.

[引用本文] 任靖哲,張志剛. RC 框架柱端彎矩增大系數(shù)的可靠度評(píng)估[ J]. 建筑結(jié)構(gòu),2023,53( 12):55-60.REN Jingzhe,ZHANG Zhigang. Reliability assessment on column overdesign factor of RC frame[ J]. Building Structure,2023,53(12):55-60.