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RC矩形空心墩的新型滞回模型及参数识别方法

黎璟 邵长江 钱永久 杨华平

黎璟, 邵长江, 钱永久, 杨华平. RC矩形空心墩的新型滞回模型及参数识别方法[J]. 西南交通大学学报, 2020, 55(4): 765-771. doi: 10.3969/j.issn.0258-2724.20190058
引用本文: 黎璟, 邵长江, 钱永久, 杨华平. RC矩形空心墩的新型滞回模型及参数识别方法[J]. 西南交通大学学报, 2020, 55(4): 765-771. doi: 10.3969/j.issn.0258-2724.20190058
LI Jing, SHAO Changjiang, QIAN Yongjiu, YANG Huaping. Innovative Hysteresis Model and Parameter Identification Method for Reinforced Concrete Rectangular Hollow Piers[J]. Journal of Southwest Jiaotong University, 2020, 55(4): 765-771. doi: 10.3969/j.issn.0258-2724.20190058
Citation: LI Jing, SHAO Changjiang, QIAN Yongjiu, YANG Huaping. Innovative Hysteresis Model and Parameter Identification Method for Reinforced Concrete Rectangular Hollow Piers[J]. Journal of Southwest Jiaotong University, 2020, 55(4): 765-771. doi: 10.3969/j.issn.0258-2724.20190058

RC矩形空心墩的新型滞回模型及参数识别方法

doi: 10.3969/j.issn.0258-2724.20190058
基金项目: 国家自然科学基金(51178395);中国工程院咨询研究项目(2015-05-ZD-002)
详细信息
    作者简介:

    黎璟(1992—),男,博士研究生,研究方向为桥梁抗震设计理论与方法,E-mail:lijbridge@163.com

    通讯作者:

    钱永久(1963—),男,教授,博士,研究方向为桥梁抗震设计理论与方法、既有桥梁结构的评估与加固理论、预应力混凝土结构理论以及大跨度混凝土桥梁的设计理论与工程实践等,E-mail:yjqian@sina.com

  • 中图分类号: U442.5

Innovative Hysteresis Model and Parameter Identification Method for Reinforced Concrete Rectangular Hollow Piers

  • 摘要: 为了准确模拟RC (reinforced concrete)矩形空心桥墩的刚度退化特性,为桥梁震后可恢复性能研究提供理论基础,进行了不同设计参数的14个RC矩形空心墩模型拟静力试验. 通过引入峰值位移影响系数体现刚度退化与峰值位移的关联,建立修正的Bouc-Wen-Baber-Noori (BWBN)滞回模型;基于粒子群-引力搜索混合智能优化算法(combination of particle swarm optimization and gravitational search algorithm,PSOGSA)识别实测滞回曲线对应的滞回参数,并建立桥墩设计参数与滞回参数间的对应关系,进而总结滞回参数的经验预测方法. 研究结果表明:修正的BWBN滞回模型曲线与实测滞回曲线吻合程度高,相关性系数在0.98以上,且新型滞回模型能准确地反映出桥墩侧向刚度随墩顶位移退化的特性;PSOGSA算法能精确地识别实测滞回曲线的模型参数;采用经验预测方法得到的模型曲线与实测滞回曲线的相关性系数为0.83,该方法适用于缺乏实测滞回曲线的桥墩.

     

  • 图 1  刚度退化指标

    Figure 1.  Stiffness degradation index

    图 2  经验预测滞回曲线与实测滞回曲线对比

    Figure 2.  Comparison of hysteresis mosand measured curve of semi-static specimen

    表  1  各试件的滞回参数识别结果

    Table  1.   Identified hysteresis model parameters

    试件编号ω0αβγnδη / × 10−5δνrζspqψδψ / × 10−4λ
    D-1 1.17 0.07 0.75 −0.06 1.15 1.04 0.08 0.06 0.63 0.46 0.05 0.57 1.58 1.73
    D-2 1.03 0.02 0.95 −0.35 0.84 10.80 0.07 0.03 0.72 0.20 0.05 0.58 1.61 2.57
    D-3 1.48 0.02 1.36 −0.50 0.94 1.00 0.11 0.11 0.69 0.91 0.05 0.33 1.54 4.68
    E-1 1.21 0.06 1.34 −0.26 1.74 1.00 0.11 0.05 0.61 0.71 0.09 0.37 1.54 3.91
    E-2 1.34 0.04 0.80 0.01 0.91 1.00 0.05 0.08 0.66 0.63 0.08 0.56 1.56 1.99
    F-1 1.48 0.04 1.13 −0.50 1.22 5.51 0.07 0.09 0.64 0.50 0.18 0.40 1.51 4.60
    F-2 1.48 0.04 1.21 −0.49 1.73 1.00 0.09 0.10 0.59 0.75 0.14 0.31 1.57 2.80
    G-1 1.21 0.02 0.71 −0.40 0.88 1.00 0.08 0.17 0.63 0.59 0.07 0.54 1.50 3.39
    G-2 1.13 0.04 0.54 0.12 1.25 21.30 0.09 0.06 0.64 0.50 0.17 0.44 1.23 1.61
    G-3 1.37 0.03 1.26 −0.46 1.14 1.09 0.11 0.12 0.66 1.02 0.28 0.35 1.48 3.80
    H-1 1.15 0.02 0.59 −0.28 1.50 1.00 0.30 0.15 0.60 0.64 0.18 0.27 1.78 3.64
    H-2 1.19 0.02 0.70 −0.34 0.89 24.70 0.15 0.20 0.58 0.62 0.06 0.53 1.48 4.37
    I-1 1.25 0.03 0.90 −0.50 0.93 4.92 0.06 0.15 0.61 0.41 0.06 0.62 1.74 2.76
    I-2 1.17 0.04 0.85 −0.16 1.24 1.00 0.09 0.06 0.69 0.47 0.05 0.51 1.42 1.83
    M-A 1.16 0.05 1.38 −0.34 1.47 4.75 0.12 0.05 0.72 1.03 0.17 0.41 1.15 2.70
    M-C 1.07 0.02 0.70 −0.17 2.12 10.90 0.12 0.12 0.67 0.56 0.05 0.70 1.97 1.59
    下载: 导出CSV

    表  2  相关性系数与误差函数值

    Table  2.   Correlation coefficient and error function value

    试件编号ρE试件编号ρE试件编号ρE
    D-1 0.989 0.000 7 F-1 0.990 0.000 9 H-1 0.990 0.000 7
    D-2 0.991 0.001 1 F-2 0.991 0.000 7 H-2 0.992 0.000 7
    D-3 0.992 0.000 9 G-1 0.986 0.001 0 I-1 0.992 0.000 8
    E-1 0.994 0.000 8 G-2 0.992 0.000 8 I-2 0.994 0.000 7
    E-2 0.992 0.001 0 G-3 0.992 0.001 0 M-A 0.986 0.003 6
    M-C 0.987 0.002 9
    下载: 导出CSV

    表  3  桥墩设计参数与滞回参数对应关系的经验系数值

    Table  3.   Empirical coefficient of relationship between design parameters and hysteresis model parameters

    滞回参数x1x2x3x4x5x6x7x8
    ω0 −0.248 −0.268 0.101 −0.678 −0.102 −0.093 −0.058 1.103
    α −0.993 −2.600 −0.172 −5.049 0.372 0.298 0.122 −2.473
    β −0.524 −5.445 0.169 −3.676 0.000 0.150 0.116 −0.051
    γ −0.310 −16.783 0.261 −2.943 −1.211 0.202 −0.265 5.768
    n −0.436 −5.623 0.003 1.451 0.412 0.424 0.090 −0.397
    δη 0.428 −0.878 −0.993 0.788 −0.969 −0.883 −0.213 −0.893
    δν 0.194 19.570 0.086 −1.908 0.212 1.000 0.838 −16.067
    r 1.151 0.725 −0.035 5.272 −0.519 −0.266 −0.304 −0.305
    ζs −0.043 1.485 0.018 −0.443 0.071 −0.016 0.071 −1.447
    p −0.022 −4.656 0.220 −3.524 0.187 0.068 0.217 −2.569
    q 0.618 5.006 0.316 −7.662 −0.093 0.475 0.624 −10.946
    ψ 0.245 −19.424 −0.114 4.005 −0.307 −0.340 −0.607 9.579
    λ −0.226 −3.248 0.150 −2.645 −0.423 0.160 −0.031 2.237
    下载: 导出CSV

    表  4  拟静力试验的设计参数

    Table  4.   Design parameters of semi-static specimen

    参数b1/mmb2/mmd//mmh/mmn0
    3603601001 6000.1
    参数ρ0/%ρv/%fy/MPafc/MPa
    1.40.7233538.7
    下载: 导出CSV

    表  5  经验预测滞回参数

    Table  5.   Identified hysteresis model parameters ofsemi-static specimen

    参数ω0αβγnδη
    1.250.030.55−0.110.561.18 × 10−4
    参数δνrζspqψλ
    0.140.120.710.340.070.22.15
    下载: 导出CSV
  • 李建中,管仲国. 桥梁抗震设计理论发展: 从结构抗震减震到震后可恢复设计[J]. 中国公路学报,2017(12): 1-9,59. doi: 10.3969/j.issn.1001-7372.2017.12.001

    LI Jianzhong, GUAN Zhongguo. Research progress on bridge seismic design:target from seismic alleviation to post-earthquake structural resilience[J]. China Journal of Highway and Transport, 2017(12): 1-9,59. doi: 10.3969/j.issn.1001-7372.2017.12.001
    余波,宁超列. 工程结构非弹性地震动力反应分析的BWBN模型[J]. 工程力学,2017(增刊1): 252-262.

    YU Bo, NING Chaolie. Recent progress on BWBN model for structural inelastic seismic response analy-sis[J]. Engineering Mechanics, 2017(S1): 252-262.
    VELETSOS A S, NEWMARK N M, CHELAPATI C V. Deformation spectra for elastic and elastoplastic systems subjected to ground shock and earthquake motions[C]//Proceedings of the 3rd World Conference on Earthquake Engineering. Auckland: Earthquake Engineering Research Institute, 1965: 663-682.
    CLOUGH R W, JOHNSTON S B. Effect of stiffness degradation on earthquake ductility requirements[M]. [S.l.]: University of California, 1966: 227-232.
    TAKEDA T, SOZEN M A, NIELSON N N. Reinforced concrete response to simulated earth-quakes[J]. Journal of the Structural Division, 1970, 96(12): 2557-2573.
    IBARRA L F, MEDINA R A, KRAWINKLER H. Hysteretic models that incorporate strength and stiffness deterioration[J]. Earthquake Engineering & Structural Dynamics, 2005, 34(12): 1489-1511.
    BOUC R. Forced vibration of mechanical systems with hysteresis[C]//Proceedings of the Fourth Conference on Nonlinear Oscillation. Prague: [s.n.], 1967: 315-318.
    WEN Y K. Method for random vibration of hysteretic systems[J]. Journal of Engineering Mechanics. ASCE, 1989, 102(2): 249-263.
    BABER T T, WEN Y K. Random vibrations of hysteretic degrading systems[J]. Journal of Engineering Mechanics, 1981, 107(6): 1069-1089.
    BABER T T, NOORI M N. Random vibration of degrading pinching systems[J]. Journal of Engineering Mechanics, 1985, 111(8): 1010-1026. doi: 10.1061/(ASCE)0733-9399(1985)111:8(1010)
    KUNNATH S K, MANDER J B, FANG L. Parameter identification for degrading and pinched hysteretic structural concrete systems[J]. Engineering Structures, 1997, 19(3): 224-232. doi: 10.1016/S0141-0296(96)00058-2
    韩强,董慧慧,郭婕. 考虑强度和刚度退化及捏拢效应的钢筋混凝土桥墩滞回模型及其参数识别[J]. 振动工程学报,2015(3): 381-393.

    HAN Qiang, DONG Huihui, GUO Jie. Hysteresis model and parameter identification of RC bridge piers considering strength and stiffness degradation and pinching effect[J]. Journal of Vibration Engineering, 2015(3): 381-393.
    余波,李长晋,吴然立. 钢筋混凝土柱的非弹性恢复力模型与参数识别[J]. 振动与冲击,2016(21): 229-235.

    YU Bo, LI Changjin, WU Ranli. Inelastic restoring force model and its parametric identification for reinforced concrete columns[J]. Journal of Vibration and Shock, 2016(21): 229-235.
    余波,李长晋,吴然立. 钢筋混凝土柱的非对称恢复力模型与参数识别[J]. 工程力学,2017(2): 153-161.

    YU Bo, LI Changjin, WU Ranli. Asymmetric restoring force model and parameter identification of reinforced concrete column[J]. Engineering Mechanics, 2017(2): 153-161.
    CALVI G M, PAVESE A, RASULO A, et al. Experimental and numerical studies on the seismic response of RC hollow bridge piers[J]. Bulletin of Earthquake Engineering, 2005, 3(3): 267-297. doi: 10.1007/s10518-005-2240-0
    MIRJALILI S, HASHIM S Z M. A new hybrid PSOGSA algorithm for function optimizaion[C]//Inte-rnattional Conference on Computer and Information Application. Tianjin: [s.n.], 2010: 374-377.
    MANDER J B, PRIESTLEY M J N, PARK R. Behavior of ductile hollow reinforced concrete colu-mns[J]. New Zealand National Society for Earthquake Engineering, 1983, 16(4): 273-290.
    SENGUPTA P, LI Bing. Modified Bouc-Wen model for hysteresis behavior of RC beam-column joints with limited transverse reinforcement[J]. Engineering Struc-tures, 2012, 46(2): 392-406.
    ZHANG Yuye, HARRIES K A, YUAN Wancheng. Experimental and numerical investigation of the seismic performance of hollow rectangular bridge piers constructed with and without steel fiber reinforced conc-rete[J]. Engineering Structures, 2013, 48(1): 255-265.
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出版历程
  • 收稿日期:  2019-01-04
  • 修回日期:  2019-11-04
  • 网络出版日期:  2019-12-11
  • 刊出日期:  2020-08-01

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