框架边节点斜压机构混凝土强度有效因数解析
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摘要
利用斜压-桁架模型对以往35个剪切破坏型以及6个梁屈服后剪切破坏型钢筋混凝土框架边节点试件抗剪强度进行解析。探讨了混凝土抗压强度、柱轴压比、节点水平箍筋量、节点竖向箍筋量以及斜压机构倾角等参数对斜压机构混凝土强度有效因数ρ的影响。研究结果表明,混凝土强度越高,最大荷载时ρ值衰减率越大;普通强度混凝土时节点箍筋对ρ值衰减的抑制效果比高强度混凝土时明显;节点箍筋配箍率小于0.3%范围内斜压机构承担总剪力的80%以上。根据对ρ值的解析结果提出了针对节点强度的计算式,计算值与试验结果吻合。
This paper uses the strut-truss model to analyze the shear strength of reinforced concrete frame exterior joints through thirty-five shear failure type joints without beam flexural yield and six shear failure joints after beam flexural yield.It discusses the influence of parameters including concrete compressive strength,column axial-compression ratio,amount of joint horizontal or vertical hoop,and angle of strut mechanism etc.,on concrete strength effective factor ρ of diagonal strut mechanism.The analysis results show that ρ value deterioration ratio at peak load increases with the increase od concrete strength.The effect of joint hoop on ρ value deterioration is more significant using ordinary strength concrete than the case using high strength concrete.The contribution of strut mechanism to joint shear force is more than 80% when joint shear reinforcement ration is less than 0.3%.The joint strength equation is proposed based on the analysis results of the factor ρ,and the calculated values agree well with the experimental results.
This paper uses the strut-truss model to analyze the shear strength of reinforced concrete frame exterior joints through thirty-five shear failure type joints without beam flexural yield and six shear failure joints after beam flexural yield.It discusses the influence of parameters including concrete compressive strength,column axial-compression ratio,amount of joint horizontal or vertical hoop,and angle of strut mechanism etc.,on concrete strength effective factor ρ of diagonal strut mechanism.The analysis results show that ρ value deterioration ratio at peak load increases with the increase od concrete strength.The effect of joint hoop on ρ value deterioration is more significant using ordinary strength concrete than the case using high strength concrete.The contribution of strut mechanism to joint shear force is more than 80% when joint shear reinforcement ration is less than 0.3%.The joint strength equation is proposed based on the analysis results of the factor ρ,and the calculated values agree well with the experimental results.
引文
[1]中华人民共和国国家标准.混凝土结构设计规范GB50010-2002[S].北京:中国建筑工业出版社,2002.
[2]崔建宇,孙建刚,宋玉普.钢筋混凝土框架角节点抗剪强度试验研究[J].地震工程与工程振动,2008,28(5):34-40.
[3]藤井栄,森田司郎.鉄筋コンクリート外部柱.梁接合部のせん断抵抗機構[J].日本建築学会構造系論文報告集,1989,398:61-71.
[4]EHSANI M R,WIGHT J K.Effect of transverse beamsand slab on behavior of reinforced concrete beam-to-column connections[J].ACI Structural Journal,1985,82(2):188-195.
[5]服部覚志,角徹三,松野一成.高強度材料を用いた鉄筋コンクリート柱梁外部接合部のせん断抵抗性状その3柱軸力と帯筋を実験変数とした実験概要と結果[J].日本建築学会学術講演梗概集,1992,3(8):201-202.
[6]牧部一成,城攻,三浦厚.高強度材料を用いたRC外部柱梁接合部のせん断抵抗性状その1実験計画、耐力[J].日本建築学会学術講演梗概集,1991,3(2):641-642.
[7]沢田洋平,城攻,牧部一成.高強度材料を用いたRC外部柱梁接合部のせん断抵抗性状についてその1実験概要、破壊性状、耐力[J].日本建築学会学術講演梗概集,1992,8(3):197-198.
[8]小倉弘一郎,関根正孝.鉄筋コンクリート外部柱.梁接合部に関する実験的研究[J].日本建築学会学術講演梗概集,1998,10(2):1881-1882.
[9]新藤健太,倉本洋.梁主筋にプレート付ナット定着筋を用いた隅柱-梁接合部の三軸変動加力実験[J].コンクリート工学年次論文報告集,2000,22(3):709-714.
[10]田畑卓,西原寛.RC造ト.T.L形柱梁接合部のせん断及び定着性状[J].コンクリート工学年次論文報告集,2006,23(3):373-378.
[11]川勝康志郎.梁主筋を機械式定着した外部柱.梁接合部のせん断性状[J].コンクリート工学年次論文報告集,2000,22(3):703-707.
[12]藤原幹弘,西村泰士,南宏一.2方向地震力を受ける立体柱梁接合部の弾塑性性状[J].コンクリート工学年次論文報告集,2004,10(3):525-530.
[13]塩屋俊幸,中澤春生,長澤保紀,等.Tヘッドバーノ開発[J].コンクリート工学年次論文報告集,2000,22(3):1291-1296.
[14]HWANG S J,LEE H J.Analytical model for predictingshear strengths of exterior reinforced concrete beam-column joints for seismic resistance[J].ACI StructuralJournal,1999,96(5):846-857.
[15]SCHAFER K.Strut-and-Tie models for design ofstructural concrete[R].Tainan:Department of CivilEngineering,National Cheng Kung University,1996,2:140.
[16]崔建宇.鉄筋コンクリート柱.梁接合部の耐震性能に関する研究[D].日本:日本京都大学,2003.
[17]PAULAY T,PRIESTLEY M J N.Seismic design ofreinforced concrete and masonry buildings[M].UnitedStates:John Wiley and Sons,1992.
[18]PANG X B,HSU T T C.Fixed angle softened trussmodel for reinforced concrete[J].ACI StructuralJournal,1996,93(2):197-207.
[2]崔建宇,孙建刚,宋玉普.钢筋混凝土框架角节点抗剪强度试验研究[J].地震工程与工程振动,2008,28(5):34-40.
[3]藤井栄,森田司郎.鉄筋コンクリート外部柱.梁接合部のせん断抵抗機構[J].日本建築学会構造系論文報告集,1989,398:61-71.
[4]EHSANI M R,WIGHT J K.Effect of transverse beamsand slab on behavior of reinforced concrete beam-to-column connections[J].ACI Structural Journal,1985,82(2):188-195.
[5]服部覚志,角徹三,松野一成.高強度材料を用いた鉄筋コンクリート柱梁外部接合部のせん断抵抗性状その3柱軸力と帯筋を実験変数とした実験概要と結果[J].日本建築学会学術講演梗概集,1992,3(8):201-202.
[6]牧部一成,城攻,三浦厚.高強度材料を用いたRC外部柱梁接合部のせん断抵抗性状その1実験計画、耐力[J].日本建築学会学術講演梗概集,1991,3(2):641-642.
[7]沢田洋平,城攻,牧部一成.高強度材料を用いたRC外部柱梁接合部のせん断抵抗性状についてその1実験概要、破壊性状、耐力[J].日本建築学会学術講演梗概集,1992,8(3):197-198.
[8]小倉弘一郎,関根正孝.鉄筋コンクリート外部柱.梁接合部に関する実験的研究[J].日本建築学会学術講演梗概集,1998,10(2):1881-1882.
[9]新藤健太,倉本洋.梁主筋にプレート付ナット定着筋を用いた隅柱-梁接合部の三軸変動加力実験[J].コンクリート工学年次論文報告集,2000,22(3):709-714.
[10]田畑卓,西原寛.RC造ト.T.L形柱梁接合部のせん断及び定着性状[J].コンクリート工学年次論文報告集,2006,23(3):373-378.
[11]川勝康志郎.梁主筋を機械式定着した外部柱.梁接合部のせん断性状[J].コンクリート工学年次論文報告集,2000,22(3):703-707.
[12]藤原幹弘,西村泰士,南宏一.2方向地震力を受ける立体柱梁接合部の弾塑性性状[J].コンクリート工学年次論文報告集,2004,10(3):525-530.
[13]塩屋俊幸,中澤春生,長澤保紀,等.Tヘッドバーノ開発[J].コンクリート工学年次論文報告集,2000,22(3):1291-1296.
[14]HWANG S J,LEE H J.Analytical model for predictingshear strengths of exterior reinforced concrete beam-column joints for seismic resistance[J].ACI StructuralJournal,1999,96(5):846-857.
[15]SCHAFER K.Strut-and-Tie models for design ofstructural concrete[R].Tainan:Department of CivilEngineering,National Cheng Kung University,1996,2:140.
[16]崔建宇.鉄筋コンクリート柱.梁接合部の耐震性能に関する研究[D].日本:日本京都大学,2003.
[17]PAULAY T,PRIESTLEY M J N.Seismic design ofreinforced concrete and masonry buildings[M].UnitedStates:John Wiley and Sons,1992.
[18]PANG X B,HSU T T C.Fixed angle softened trussmodel for reinforced concrete[J].ACI StructuralJournal,1996,93(2):197-207.
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