- 摘 要
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(1 泰禾集團設(shè)計研發(fā)部, 北京 100022; 2 約翰馬丁工程顧問 (北京) 有限公司, 北京 100020;3 福建省萬博宇建設(shè)技術(shù)開發(fā)有限公司, 廈門 361009)
摘要: 從鋼筋或型鋼與混凝土間的界面性能、中震可修驗算方法、受剪計算模式、可能的破壞模式、構(gòu)件延性、截面設(shè)計等方面研究了超限高層結(jié)構(gòu)中小偏心受拉混凝土(組合)框架柱名義組合應(yīng)力的控制方法和標(biāo)準(zhǔn)。 結(jié)果表明:型鋼對界面粘結(jié)的需求較鋼筋低,會較早地參與工作從而減小混凝土部分的拉應(yīng)力水平;由《高層建筑混凝土結(jié)構(gòu)技術(shù)規(guī)程》(JGJ 3—2010)方法計算所得名義拉應(yīng)力限值對應(yīng)著混凝土充分開裂而退出工作這一物理狀態(tài),屬于正常使用極限狀態(tài)的驗算范疇;本文建議的名義組合應(yīng)力方法適用于中震可修或偶遇風(fēng)壓下的可修驗算,名義拉應(yīng)力控制方法或名義剪應(yīng)力控制方法均為這種方法的特例,名義拉應(yīng)力和名義剪應(yīng)力限值在非地震工況下分別可取 2. 5ftk 和0. 5ftk,在地震工況下分別可取 2ftk 和 0. 4ftk,當(dāng)所受剪力較小時可直接采用名義拉應(yīng)力控制方法;當(dāng)名義拉應(yīng)力達到上述限值時,宜考慮縱筋直接受剪的破壞模式,當(dāng)超過上述限值時,屬于承載能力極限狀態(tài)驗算范疇,宜計算鋼筋或鋼板的組合應(yīng)力,同時應(yīng)考慮穩(wěn)定性驗算。 最后,以一實際工程為例,驗證了本文建議方法和限值的可行性。
關(guān)鍵詞: 混凝土框架柱; 組合框架柱; 小偏心受拉; 名義拉應(yīng)力; 名義剪應(yīng)力; 名義組合應(yīng)力
中圖分類號:TU398,TU318 文獻標(biāo)志碼:A 文章編號:1002-848X(2022)13-0054-08
DOI:10. 19701 / j. jzjg. 20181387
Research on nominal tensile stress controlling method of concrete or composite small eccentric tension frame column in code-exceeding tall structures
TIAN Shuming1,3, ZHENG Xuanpeng2
(1 Department of Design, Research & Development, Tahoe Group, Beijing 100022, China;2 John A. Martin & Associates (Beijing) Co. , Ltd. , Beijing 100020, China;3 Fujian Wanboyu Construction Technology Development Co. , Ltd. , Xiamen 361009, China)
Abstract: Nominal composite stress controlling method and criteria of concrete or composite small eccentric tension frame column in code-exceeding tall structures were discussed in terms of interface performance between rebar ( steel ) and concrete, check method of recoverability under moderate earthquake, shear calculation mode, possible failure modes, member ductility, section design, etc. The results show that demand of steel for interface bond is below rebar, steel will be active earlier to decrease the nominal stress of concrete; nominal tensile stress limit value calculated by the method of Technical specification for concrete structures of tall building( JGJ 3—2010) is corresponding with the physical state that the concrete is fully cracked and out of work, which belongs to the verification category of serviceability limit state; the suggested nominal composite stress method by this paper is suitable for recoverability check under moderate earthquake or occasionally occurred wind load, nominal tensile stress controlling method and nominal shear stress controlling method are particular cases of this method, the limit values of nominal tensile stress and nominal shear stress can be taken as 2. 5f tk and 0. 5 f tk respectively under non-seismic design cases, and 2ftkand 0. 4ftkrespectively under seismic design cases, nominaltensile stress controlling method is preferred when shear force is smaller; the failure mode that longitudinal rebar is sheared directly should be considered when nominal tensile stress reaches the above values, the composite stress of rebar or steel should be calculated when nominal tensile stress exceeds the above values, which belongs to ultimate limit state and need check the stability. Lastly, an actual engineering was applied to confirm the feasibility of the suggested method and limit values by this paper.
Keywords:concrete frame column; composite frame column; small eccentric tension; nominal tensile stress; nominal shear stress; nominal composite stress
第一作者:田淑明,博士,教授級高級工程師,一級注冊結(jié)構(gòu)工程師,注冊土木工程師( 巖土) ,主要從事結(jié)構(gòu)和巖土設(shè)計、咨詢及軟件開發(fā)工作,Email: tianshm2011@ 163. com。[引用本文] 田淑明,鄭宣鵬. 超限高層結(jié)構(gòu)中小偏心受拉混凝土( 組合) 框架柱名義拉應(yīng)力控制方法研究[ J] .建筑 結(jié) 構(gòu), 2022, 52 ( 13 ) : 54-61. TIAN Shuming, ZHENG Xuanpeng. Research on nominal tensile stress controlling method of concrete or composite small eccentric tension frame column in code-exceeding tall structures [ J] . Building Structure,2022,52(13) :54-61.
