修正的RC剪力墙构件Park-Ang损伤模型
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摘要
基于Park-Ang损伤模型,提出了用于钢筋混凝土剪力墙构件的修正损伤模型.通过对已有钢筋混凝土剪力墙试验结果的统计分析,总结了其累积耗能组合系数的影响因素,并拟合出该系数与试件参数:剪跨比、轴压比、配筋率的关系式.修正的损伤模型需满足加载至破坏时损伤指标为1.0的上界条件,结果表明,根据本文修正的损伤模型计算的钢筋混凝土剪力墙试件损伤指标在统计意义上满足该条件.最后,根据构件性能水准的相关研究,本文将钢筋混凝土剪力墙构件的性能水准划分为:基本运行,生命安全和接近倒塌,分别对应了构件骨架曲线相应关键点:屈服点、峰值点和极限破坏点,根据本文修正损伤模型计算的各水准损伤指标临界值分别为:0.02、0.45和1.00.
Based on the Park-Ang damage model, a modified damage model applied to reinforced concrete(RC) shear wall was proposed. The calculation of the combined coefficient was discussed by statistical analysis of related test results of RC shear walls.Then a formula was obtained that relates the combined coefficient to the parameters of RC shear walls, i.e., the shear span ratio, the axial load ratio and the reinforcement ratio. The damage index at failure point which is calculated by the proposed modified damage model has a mean value near 1.0, satisfying the assumptions of the modification. Based on related researches on the performance levels of RC members, the performance of RC shear walls is classified into three levels: immediate occupancy, life safety and collapse prevention, which correspond to the critical points of the skeleton curves: yield point, peak point and failure point. The damage limits of each performance level are determined to be 0.02, 0.45 and 1.00, respectively.
Based on the Park-Ang damage model, a modified damage model applied to reinforced concrete(RC) shear wall was proposed. The calculation of the combined coefficient was discussed by statistical analysis of related test results of RC shear walls.Then a formula was obtained that relates the combined coefficient to the parameters of RC shear walls, i.e., the shear span ratio, the axial load ratio and the reinforcement ratio. The damage index at failure point which is calculated by the proposed modified damage model has a mean value near 1.0, satisfying the assumptions of the modification. Based on related researches on the performance levels of RC members, the performance of RC shear walls is classified into three levels: immediate occupancy, life safety and collapse prevention, which correspond to the critical points of the skeleton curves: yield point, peak point and failure point. The damage limits of each performance level are determined to be 0.02, 0.45 and 1.00, respectively.
引文
[1]徐培福,黄吉锋,陈富盛.近50年剪力墙结构震害及其对抗震设计的启示[J].建筑结构学报,2017,38(3):1-13.
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[4]MANFREDI G.Evaluation of seismic energy demand[J].Earthquake Engineering&Structural Dynamics,2001,30(4):485-499.
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[10]李耕勤.采用冷轧带肌钢筋焊接网的抗震墙性能研究[J].建筑结构,2002,32(10):29-33.
[11]陈勤.HRB400级钢筋焊接网剪力墙试验研究[J].混凝土,2002,7:18-22.
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[13]李宏男,李兵.钢筋混凝土剪力墙抗震恢复力模型及试验研究[J].建筑结构学报,2004,25(5):35-42.
[14]张展,周克荣.变高宽比高性能混凝土剪力墙抗震性能的试验研究[J].结构工程师,2004,20(2):62-68.
[15]李照林.高配筋率边缘约束构件高强混凝土剪力墙抗震性能试验研究[D].广州:华南理工大学,2011.
[16]章红梅.剪力墙结构基于性态的抗震设计方法研究[D].上海:同济大学,2007.
[17]梁兴文,邓明科.高性能混凝土剪力墙性能设计理论的试验研究[J].建筑结构学报,2007,28(5):80-88.
[18]梁兴文,辛力.高强混凝土剪力墙抗震性能及其性能指标试验研究[J].土木工程学报,2010,11:37-45.
[19]郑山锁,侯丕吉,李磊.RC剪力墙地震损伤试验研究[J].土木工程学报,2012,45(2):51-59.
[20]PILAKOUTAS K,ELNASHAI A.Cyclic behavior of reinforced concrete cantilever walls I:experimental results[J].ACI Structural Journal,1995,92(3):271-281.
[21]OH Y H,HAN S W,LEE L H.Effect of boundary element details on the seismic deformation capacity of structural walls[J].Earthquake Engineering&Structural Dynamics,2002,31(8):1583-1602.
[22]YAN S,ZHANG L,ZHANG Y.Seismic performances of high-strength concrete shear walls reinforced with high-strength rebars[C]//11th Biennial ASCE Aerospace Division International Conference on Engineering,Science,Construction,and Operations in Challenging Environments,ASCE,2008,1-8.
[23]DAZIO A,BEYER K,BACHMANN H.Quasi-static cyclic tests and plastic hinge analysis of RC structural walls[J].Engineering Structures,2009,31(7):1556-1571.
[24]TRAN T A,WALLACE J W.Cyclic testing of moderate-aspect-ratio reinforced concrete structural walls[J].ACI Structural Journal,2015,112(6):653.
[25]THOMSEN IV J H,WALLACE J W.Displacement-based design of slender reinforced concrete structural walls-experimental verification[J].Journal of Structural Engineering,2004,130(4):618-630.
[26]ZHANG Y,WANG Z.Seismic behavior of reinforced concrete shear walls subjected to high axial loading[J].ACI Structural Journal,2000,97(5):739-750.
[27]SALONIKIOS T N,KAPPOS A J,TEGOS I A,et al.Cyclic load behavior of low-slenderness reinforced concrete walls:design basis and test results[J].ACI Structural Journal,1999,96(4):649-660.
[28]PARK R.Evaluation of ductility of structures and structural assemblages from laboratory testing[J].Bulletin of the New Zealand National Society for Earthquake Engineering,1989,22(3):155-166.
[29]FIB.Displacement-based seismic design of reinforced concrete buildings[R].Lausanne:International Federation for Structural Concrete,2003.
[30]季静,肖启艳,黄超.基于性能的钢筋混凝土剪力墙受弯破坏变形限值的研究[J].建筑结构学报,2010,31(9):35-41.
[31]鲁懿虬,黄靓.基于试验数据的带暗柱受弯破坏钢筋混凝土剪力墙极限位移计算方法研究[J].建筑结构学报,2014,35(2):80-88.
[32]韩小雷,陈彬彬,崔济东.钢筋混凝土剪力墙变形性能指标试验研究[J].建筑结构学报,2018,39(6):1-9.
[33]GRAMMATIKOU S,BISKINIS D,FARDIS M N.Strength,deformation capacity and failure modes of RC walls under cyclic loading[J].Bulletin of Earthquake Engineering,2015,13(11):3277-3300.
[34]KAZAZ?,GüLKAN P,YAKUT A.Performance limits for structural walls:an analytical perspective[J].Engineering Structures,2012,43(10):105-119.
[2]PRIESTLEY M.Direct displacement-based design of precast/prestressed concrete buildings[J].PCI Journal,2002,47(6):66-79.
[3]VIDIC T,FAJFAR P,FISCHINGER M.Consistent inelastic design spectra:strength and displacement[J].Earthquake Engineering&Structural Dynamics,1994,23(5):507-521.
[4]MANFREDI G.Evaluation of seismic energy demand[J].Earthquake Engineering&Structural Dynamics,2001,30(4):485-499.
[5]欧进萍,何政.钢筋混凝土结构基于地震损伤性能的设计[J].地震工程与工程振动,1999,19(1):21-30.
[6]PARK Y J,ANG A H S.Mechanistic seismic damage model for reinforced concrete[J].Journal of Structural Engineering,1985,111(4):722-739.
[7]KUNNATH S K,REINHORN A M,LOBO R.IDARC Version 7.0:a program for the inelastic damage analysis of reinforced concrete structures[C]//Technical Report NCEER,92-0022,New York,US:National Center for Earthquake Engineering Research,1992,85-125.
[8]JIANG H J,FU B,LU X,et al.Seismic damage assessment of RC members by a modified Park-Ang model[J].Advances in Structural Engineering,2015,18(3):353-364.
[9]陈林之,蒋欢军,吕西林.修正的钢筋混凝土结构Park-Ang损伤模型[J].同济大学学报:自然科学版,2010,38(8):1103-1107.
[10]李耕勤.采用冷轧带肌钢筋焊接网的抗震墙性能研究[J].建筑结构,2002,32(10):29-33.
[11]陈勤.HRB400级钢筋焊接网剪力墙试验研究[J].混凝土,2002,7:18-22.
[12]周广强.高层建筑钢筋混凝土剪力墙滞回关系及性能研究[D].上海:同济大学,2004.
[13]李宏男,李兵.钢筋混凝土剪力墙抗震恢复力模型及试验研究[J].建筑结构学报,2004,25(5):35-42.
[14]张展,周克荣.变高宽比高性能混凝土剪力墙抗震性能的试验研究[J].结构工程师,2004,20(2):62-68.
[15]李照林.高配筋率边缘约束构件高强混凝土剪力墙抗震性能试验研究[D].广州:华南理工大学,2011.
[16]章红梅.剪力墙结构基于性态的抗震设计方法研究[D].上海:同济大学,2007.
[17]梁兴文,邓明科.高性能混凝土剪力墙性能设计理论的试验研究[J].建筑结构学报,2007,28(5):80-88.
[18]梁兴文,辛力.高强混凝土剪力墙抗震性能及其性能指标试验研究[J].土木工程学报,2010,11:37-45.
[19]郑山锁,侯丕吉,李磊.RC剪力墙地震损伤试验研究[J].土木工程学报,2012,45(2):51-59.
[20]PILAKOUTAS K,ELNASHAI A.Cyclic behavior of reinforced concrete cantilever walls I:experimental results[J].ACI Structural Journal,1995,92(3):271-281.
[21]OH Y H,HAN S W,LEE L H.Effect of boundary element details on the seismic deformation capacity of structural walls[J].Earthquake Engineering&Structural Dynamics,2002,31(8):1583-1602.
[22]YAN S,ZHANG L,ZHANG Y.Seismic performances of high-strength concrete shear walls reinforced with high-strength rebars[C]//11th Biennial ASCE Aerospace Division International Conference on Engineering,Science,Construction,and Operations in Challenging Environments,ASCE,2008,1-8.
[23]DAZIO A,BEYER K,BACHMANN H.Quasi-static cyclic tests and plastic hinge analysis of RC structural walls[J].Engineering Structures,2009,31(7):1556-1571.
[24]TRAN T A,WALLACE J W.Cyclic testing of moderate-aspect-ratio reinforced concrete structural walls[J].ACI Structural Journal,2015,112(6):653.
[25]THOMSEN IV J H,WALLACE J W.Displacement-based design of slender reinforced concrete structural walls-experimental verification[J].Journal of Structural Engineering,2004,130(4):618-630.
[26]ZHANG Y,WANG Z.Seismic behavior of reinforced concrete shear walls subjected to high axial loading[J].ACI Structural Journal,2000,97(5):739-750.
[27]SALONIKIOS T N,KAPPOS A J,TEGOS I A,et al.Cyclic load behavior of low-slenderness reinforced concrete walls:design basis and test results[J].ACI Structural Journal,1999,96(4):649-660.
[28]PARK R.Evaluation of ductility of structures and structural assemblages from laboratory testing[J].Bulletin of the New Zealand National Society for Earthquake Engineering,1989,22(3):155-166.
[29]FIB.Displacement-based seismic design of reinforced concrete buildings[R].Lausanne:International Federation for Structural Concrete,2003.
[30]季静,肖启艳,黄超.基于性能的钢筋混凝土剪力墙受弯破坏变形限值的研究[J].建筑结构学报,2010,31(9):35-41.
[31]鲁懿虬,黄靓.基于试验数据的带暗柱受弯破坏钢筋混凝土剪力墙极限位移计算方法研究[J].建筑结构学报,2014,35(2):80-88.
[32]韩小雷,陈彬彬,崔济东.钢筋混凝土剪力墙变形性能指标试验研究[J].建筑结构学报,2018,39(6):1-9.
[33]GRAMMATIKOU S,BISKINIS D,FARDIS M N.Strength,deformation capacity and failure modes of RC walls under cyclic loading[J].Bulletin of Earthquake Engineering,2015,13(11):3277-3300.
[34]KAZAZ?,GüLKAN P,YAKUT A.Performance limits for structural walls:an analytical perspective[J].Engineering Structures,2012,43(10):105-119.