钢筋混凝土框架强柱弱梁屈服机制问题的分析
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摘要
多次地震灾害表明,采用现浇楼板的钢筋混凝土框架很难实现原抗震设计所期望的"强柱弱梁"延性屈服机制,绝大多数的裂缝损伤或塑性铰发生在框架柱的端部而非梁端。基于国内外研究现状与设计规范中的规定,针对钢筋混凝土梁柱节点中的楼板贡献、柱端抗弯承载力之和与梁端抗弯承载力之和的比值选取、水平地震作用方向的影响、所用材料性能强化以及框架柱所承受轴向力的动态变化影响进行分析,进一步了解"强柱弱梁"屈服机制未能实现的多方面因素。鉴于目前此类问题常用抗震加固方法的不足,介绍一种有效可行的框架梁端部负弯矩承载力弱化的抗震加固措施,可以使得既有带现浇楼板的钢筋混凝土框架易于出现梁端塑性铰,提高钢筋混凝土框架整体的延性能力。
During existing earthquake excitations,some reinforced concrete(RC) moment-re sisting frame systems with cast-in-place slab were very hard to realize ductil e yielding mechanism with strong column-weak beam as desired at initial seismic design,and most cracks damage or plastic hinges formed at column ends rather t han beam ends.Based on some research results and stipulations provided in desig n codes,flexural strength contribution of slab located at beam-column joint,d efinition of ratio about the sum of the nominal moment capacities of the columns at a joint to the sum of the moment capacities of the beams framing into that j oint,influence of acting direction of lateral seismic forces,influence of dyna mic variation of axial force acting on the column,and the enhanced properties o f materials used are analyzed for understanding the factors that prevents a RC m oment-resisting frame from forming a structural yielding mechanism.Consider th e shortages of existing seismic strengthening methods,an effective means by wea kening the negative flexural strength of the beam is provided,which could facil itate forming plastic hinges at beam ends and improve the ductility capacity of a RC moment-resisting frame.
During existing earthquake excitations,some reinforced concrete(RC) moment-re sisting frame systems with cast-in-place slab were very hard to realize ductil e yielding mechanism with strong column-weak beam as desired at initial seismic design,and most cracks damage or plastic hinges formed at column ends rather t han beam ends.Based on some research results and stipulations provided in desig n codes,flexural strength contribution of slab located at beam-column joint,d efinition of ratio about the sum of the nominal moment capacities of the columns at a joint to the sum of the moment capacities of the beams framing into that j oint,influence of acting direction of lateral seismic forces,influence of dyna mic variation of axial force acting on the column,and the enhanced properties o f materials used are analyzed for understanding the factors that prevents a RC m oment-resisting frame from forming a structural yielding mechanism.Consider th e shortages of existing seismic strengthening methods,an effective means by wea kening the negative flexural strength of the beam is provided,which could facil itate forming plastic hinges at beam ends and improve the ductility capacity of a RC moment-resisting frame.
引文
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[2]ATC-40,Seismic Evaluation and Retrofit of ConcreteBuildings[S].
[3]陈忠范.高层建筑结构[M].南京:东南大学出版社,2008.
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[15]Shin M,LaFave J M.Reinforced concrete edgebeam-column-slab connections subjected to earthquakeloading[J].Magazine of Concrete Research,2004,55(6):273-291.
[16]Canbolat B B,Wight J K.Experimental investigationon seismic behavior of eccentric reinforced concretebeam-column-slab connections[J].ACI StructuralJournal,2008,105(2):154-162.
[17]蒋永生,陈忠范,周绪平,等.整浇梁板的框架节点抗震研究[J].建筑结构学报,1994,15(6):11-16.
[18]GB50011-2010,建筑抗震设计规范[S].
[19]ACI-318,Building Code Requirements for StructuralConcrete and Commentary(ACI 318-08)[S].
[20]NZS-3101(2006),Concrete Structures Standard,Standards New Zealand[S].
[21]Eurocode-8,Design of Structures for Earthquake Re-sistance–Part 1:General Rules,Seismic Actionsand Rules for Buildings(European Committee forStandardization,2005)[S].
[22]Kuntz G L,Browning J.Reduction of column yieldingduring earthquake for reinforced concrete frames[J].ACI Structural Journal,2003,100(5):573-580.
[23]Kappos A J.Influence of capacity design method onthe seismic response of R/C columns[J].Journal ofEarthquake Engineering,1997,1(2):341-399.
[24]Priestley M J N,Park R.Strength and ductility of con-crete bridge columns under seismic loading[J].ACIStructural Journal,1987,84(1):61-76.
[25]Sezen H,Moehle J P.Seismic tests of concrete col-umns with light transverse reinforcement[J].ACIStructural Journal,2006,103(6):842-849.
[26]Watson S,Park R.Simulated seismic load tests on re-inforced concrete columns[J].Journal of StructuralEngineering,ASCE,1994,120(6):1825-1849.
[27]Sause R,Harries K A,Walkup S L,et al.Flexuralbehavior of concrete columns retrofitted with carbon fi-ber-reinforced polymer jackets[J].ACI StructuralJournal,2004,101(5):708-716.
[28]Berry M,Parrish M,Eberhard M.PEER StructuralPerformance Database User’s Manual(Version 1.0)[M].University of California,Berkeley:PacificEarthquake Engineering Research Center,2004.
[2]ATC-40,Seismic Evaluation and Retrofit of ConcreteBuildings[S].
[3]陈忠范.高层建筑结构[M].南京:东南大学出版社,2008.
[4]中国建筑科学研究院.2008年汶川地震建筑震害图片集[M].北京:中国建筑工业出版社,2008.
[5]王亚勇.汶川地震建筑震害启示——抗震概念设计[J].建筑结构学报,2008,29(4):20-25.
[6]王亚勇.概论汶川地震后我国建筑抗震设计标准的修改[J].土木工程学报,2009,42(5):1-12.
[7]林旭川,潘鹏,叶列平,等.汶川地震中典型RC框架结构的震害仿真与分析[J].土木工程学报,2009,42(5):13-20.
[8]张敏政.从汶川地震看抗震设防和抗震设计[J].土木工程学报,2009,42(5):21-24.
[9]冯远,刘兰花,易勇,等.多层钢筋混凝土框架柱震害调查分析与启示[J].土木工程学报,2010,43(10):63-72.
[10]Dooley K L,Bracci J M.Seismic evaluation of col-umn-to-beam strength ratios in reinforced concreteframes[J].ACI Structural Journal,2001,98(6):843-851.
[11]Ehsani M R,Wight J K.Effect of transverse beamsand slab on behavior of reinforced concrete beam tocolumn connections[J].ACI Structural Journal,1985,82(2):188-195.
[12]Durrani A J,Wight J K.Earthquake resistance of re-inforced concrete interior connections including a floorslab[J].ACI Journal,1987,84(5):400-406.
[13]Pantazopoulou S J,French C W.Slab participation inpractical earthquake design of reinforced concreteframes[J].ACI Structural Journal,2001,98(4):479-489.
[14]LaFave J M,Wight J K.Reinforced concrete exteriorwide beam-column-slab connections subjected to later-al earthquake loading[J].ACI Structural Journal,1999,96(4):577-587.
[15]Shin M,LaFave J M.Reinforced concrete edgebeam-column-slab connections subjected to earthquakeloading[J].Magazine of Concrete Research,2004,55(6):273-291.
[16]Canbolat B B,Wight J K.Experimental investigationon seismic behavior of eccentric reinforced concretebeam-column-slab connections[J].ACI StructuralJournal,2008,105(2):154-162.
[17]蒋永生,陈忠范,周绪平,等.整浇梁板的框架节点抗震研究[J].建筑结构学报,1994,15(6):11-16.
[18]GB50011-2010,建筑抗震设计规范[S].
[19]ACI-318,Building Code Requirements for StructuralConcrete and Commentary(ACI 318-08)[S].
[20]NZS-3101(2006),Concrete Structures Standard,Standards New Zealand[S].
[21]Eurocode-8,Design of Structures for Earthquake Re-sistance–Part 1:General Rules,Seismic Actionsand Rules for Buildings(European Committee forStandardization,2005)[S].
[22]Kuntz G L,Browning J.Reduction of column yieldingduring earthquake for reinforced concrete frames[J].ACI Structural Journal,2003,100(5):573-580.
[23]Kappos A J.Influence of capacity design method onthe seismic response of R/C columns[J].Journal ofEarthquake Engineering,1997,1(2):341-399.
[24]Priestley M J N,Park R.Strength and ductility of con-crete bridge columns under seismic loading[J].ACIStructural Journal,1987,84(1):61-76.
[25]Sezen H,Moehle J P.Seismic tests of concrete col-umns with light transverse reinforcement[J].ACIStructural Journal,2006,103(6):842-849.
[26]Watson S,Park R.Simulated seismic load tests on re-inforced concrete columns[J].Journal of StructuralEngineering,ASCE,1994,120(6):1825-1849.
[27]Sause R,Harries K A,Walkup S L,et al.Flexuralbehavior of concrete columns retrofitted with carbon fi-ber-reinforced polymer jackets[J].ACI StructuralJournal,2004,101(5):708-716.
[28]Berry M,Parrish M,Eberhard M.PEER StructuralPerformance Database User’s Manual(Version 1.0)[M].University of California,Berkeley:PacificEarthquake Engineering Research Center,2004.
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