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混凝土空心墩塑性铰区抗剪计算模型比较分析

邵长江 漆启明 韦旺 胡晨旭

邵长江, 漆启明, 韦旺, 胡晨旭. 混凝土空心墩塑性铰区抗剪计算模型比较分析[J]. 西南交通大学学报, 2021, 56(1): 28-36. doi: 10.3969/j.issn.0258-2724.20190196
引用本文: 邵长江, 漆启明, 韦旺, 胡晨旭. 混凝土空心墩塑性铰区抗剪计算模型比较分析[J]. 西南交通大学学报, 2021, 56(1): 28-36. doi: 10.3969/j.issn.0258-2724.20190196
SHAO Changjiang, QI Qiming, WEI Wang, HU Chenxu. Comparative Analysis of Shear Strength Models in Plastic Hinge Region for Concrete Hollow Piers[J]. Journal of Southwest Jiaotong University, 2021, 56(1): 28-36. doi: 10.3969/j.issn.0258-2724.20190196
Citation: SHAO Changjiang, QI Qiming, WEI Wang, HU Chenxu. Comparative Analysis of Shear Strength Models in Plastic Hinge Region for Concrete Hollow Piers[J]. Journal of Southwest Jiaotong University, 2021, 56(1): 28-36. doi: 10.3969/j.issn.0258-2724.20190196

混凝土空心墩塑性铰区抗剪计算模型比较分析

doi: 10.3969/j.issn.0258-2724.20190196
基金项目: 国家自然科学基金(51978583,51178395);四川省应用基础研究重点项目(2017JY0059)
详细信息
    作者简介:

    邵长江(1970—),男,副教授,博士,研究方向为桥梁工程抗震,E-mail:shao_chj@126.com

  • 中图分类号: TU357.3

Comparative Analysis of Shear Strength Models in Plastic Hinge Region for Concrete Hollow Piers

  • 摘要: 准确评估空心墩塑性铰区的抗剪能力是高墩大跨桥梁抗震设计的重要内容. 目前国内外规范中并未明确给出空心墩的抗剪计算模型,规范中已有的实心墩抗剪公式能否直接应用、其它文献中实心墩或空心墩抗剪强度计算方法的适用性等均有待深入研究. 为此,基于25个发生剪切或弯剪破坏的空心墩试验数据,分析塑性铰区抗剪能力的影响因素,并将抗剪强度试验值与已有15个抗剪公式计算结果进行比较. 结果表明:混凝土空心墩抗剪能力随混凝土强度、配箍率和轴压比的增加而提高,一定范围内随位移延性系数和剪跨比的增加而降低,纵向配筋率的影响不显著;Aschheim、Caltrans、Sezen和Shin公式的计算值与试验结果误差不超过5%,其中Sezen模型计算效果最佳,可用于评估空心墩塑性铰区抗剪能力;NZS3101、JRA、JTG/TB 02-01—2008、Eurocode 8和ACI-318等规范公式计算结果略显保守,可作为空心墩抗剪设计的依据;其余公式过高估算了抗剪强度,不适于混凝土空心墩塑性铰区的抗剪设计.

     

  • 图 1  桥墩塑性铰区开裂后局部受力及破坏特点

    Figure 1.  Local mechanical and damage behaviors in plastic hinge after cracking of concrete pier

    图 2  名义抗剪能力随不同试验参数的变化

    Figure 2.  Variation of normalized shear strength with different test parameters

    图 3  各抗剪模型随位移延性系数的比较

    Figure 3.  Comparison of shear models in terms of ductility factor μ

    图 4  抗剪能力计算值与试验值的比较

    Figure 4.  Comparison of shear strength between calculation and test results

    图 5  各部分抗剪贡献所占比例均值

    Figure 5.  Average proportion of each component of shear strength

    表  1  空心墩的设计参数

    Table  1.   Design parameters of hollow piers

    来源试件编号试件
    名称
    破坏模式L/
    mm
    h/
    mm
    tw/
    mm
    L/hηfc/
    MPa
    fyl/
    MPa
    ρl/%fw/
    MPa
    s/
    mm
    ρw/%μmax μΔVmax/
    kN
    VM/
    kN
    VM/
    Vmax
    Yeh等[23] S1 PI2 弯剪 3500 1500 300 2.3 0.078 32.0 418 1.70 420 200 0.24 2.6 4.1 2650 2512 0.95
    Yeh等[24] S2 MI1 弯剪 5400 1500 300 3.6 0.086 33.6 476 1.90 480 150 0.31 2.4 4.3 2350 1824 0.78
    S3 MI2 弯剪 5400 1500 300 3.6 0.185 29.1 476 1.90 480 150 0.31 1.9 3.5 2610 1827 0.78
    Mo等[25] S4 NI1-b 弯剪 1500 500 120 3.0 0.136 20.2 476 1.90 405 50 0.24 2.1 4.2 270 267 0.99
    Calvi等[26] S5 S250 弯剪 900 450 75 2.0 0.06 35.0 550 1.07 550 75 0.13 3.4 3.4 217 197 0.91
    S6 S500 弯剪 900 450 75 2.0 0.19 23.7 550 1.07 550 75 0.13 1.2 2.3 247 229 0.93
    S7 S750 弯剪 900 450 75 2.0 0.21 32.3 550 1.07 550 75 0.13 1.3 1.5 297 278 0.94
    S8 T250 弯剪 1350 450 75 3.0 0.07 30.3 550 1.77 550 75 0.25 1.9 2.3 217 190 0.88
    S9 T500A 弯剪 1350 450 75 3.0 0.15 29.7 550 1.77 550 75 0.25 1.1 2.2 209 219 1.05
    S10 T500B 弯剪 1350 450 75 3.0 0.14 32.7 550 1.77 550 75 0.25 2.2 2.6 226 220 0.97
    S11 T750 弯剪 1350 450 75 3.0 0.21 30.8 550 1.77 550 75 0.25 1.7 1.7 258 244 0.95
    Delgado[27] S12 PO1-N1 弯剪 1350 450 75 3.0 0.11 19.8 625 1.79 390 75 0.4 1.4 1.5 190 199 1.05
    S13 PO1-N2 弯剪 1400 450 75 3.1 0.08 27.9 435 1.79 437 75 0.19 1.1 1.6 130 142 1.09
    S14 PO1-N3 弯剪 1400 450 75 3.1 0.08 27.9 435 1.79 437 75 0.19 1.3 1.6 130 142 1.09
    S15 PO1-N4 弯剪 1400 450 75 3.1 0.08 28.5 560 1.79 443 75 0.19 1.5 1.7 170 178 1.05
    S16 PO1-N5 弯剪 1400 450 75 3.1 0.08 28.5 560 1.79 443 75 0.19 2.1 2.3 170 178 1.05
    S17 PO1-N6 弯剪 1400 450 75 3.1 0.08 28.5 560 1.79 443 75 0.38 1.4 1.8 210 193 0.92
    S18 PO2-N1 剪切 1350 450 75 3.0 0.07 19.8 625 1.79 390 75 0.40 240 249 1.04
    S19 PO2-N2 剪切 1400 450 75 3.1 0.05 27.9 435 1.79 437 75 0.19 190 221 1.16
    S20 PO2-N3 弯剪 1400 450 75 3.1 0.05 27.9 435 1.79 437 75 0.19 2.0 2.1 220 221 1.01
    S21 PO2-N4 剪切 1400 450 75 3.1 0.05 28.5 560 1.79 443 75 0.19 190 224 1.18
    S22 PO2-N5 剪切 1400 450 75 3.1 0.05 28.5 560 1.79 443 75 0.19 200 224 1.02
    S23 PO2-N6 弯剪 1400 450 75 3.1 0.05 28.5 560 1.79 443 75 0.38 1.0 2.0 250 245 0.98
    Cassese等[11] S24 P3 弯剪 900 400 100 1.5 0.05 17.0 540 0.88 655 120 0.12 2.0 2.2 278 256 0.92
    S25 P4 弯剪 900 600 100 2.25 0.05 17.0 540 0.88 655 120 0.12 3.6 4.1 193 165 0.86
    下载: 导出CSV

    表  2  轴力考虑为单独项Vp的抗剪模型

    Table  2.   Shear strength models considering axial-load in Vp

    公式编号来源混凝土部分Vc箍筋部分Vs
    M1 Priestley等[8] $\gamma \sqrt {{f_{\rm{c}}}} \left( {0.8{A_{\rm{g}}}} \right)$ $\dfrac{ { {A_{\rm{v} } }{f_{ {\rm{yv} } } }d} }{s}\cot \;30^\circ$
    M2 Xiao等[9] $\gamma \sqrt {{f_{\rm{c}}}} \left( {0.8{A_{\rm{g}}}} \right)$ $\dfrac{{{A_{\rm{v}}}{f_{{\rm{yv}}}}\left( {d - {c_{\rm cov}}} \right)}}{s}\cot \;\theta $
    M3 Kowalsky等[10] $\alpha \beta \gamma \sqrt {{f_{\rm{c}}}} \left( {0.8{A_{\rm{g}}}} \right)$ $\dfrac{ { {A_{\rm{v} } }{f_{ {\rm{yv} } } }\left( {h - c - {c_{\rm cov}} } \right)} }{s}\cot \;\theta$
    M4 Cassese等[11] $\alpha \beta \gamma \sqrt {{f_{\rm{c}}}} \left( {1.6{t_{\rm{w}}}h} \right)$ $\dfrac{ { {A_{\rm{v} } }{f_{ {\rm{yv} } } }\left( {h - c - {c_{\rm cov}} } \right)} }{s}\cot \;\theta$
    M5 Eurocode 8[12] $\alpha \beta \gamma {\sqrt {{f_{\rm{c}}}} _{}}{b_{\rm{w}}}d$ $\dfrac{{\gamma {A_{\rm{v}}}{f_{{\rm{yv}}}}\left( {d - {c_{\rm cov}}} \right)}}{s}$
    下载: 导出CSV

    表  3  轴力贡献计入混凝土分项Vc的抗剪模型

    Table  3.   Shear strength models with the effect of load P in Vc

    公式
    编号
    来源混凝土部分Vc
    M6 Aschheim等[13] $0.3\left( {\gamma + \dfrac{P}{{13.8{A_{\rm{g}}}}}} \right)\sqrt {{f_{\rm{c}}}} \left( {0.8{A_{\rm{g}}}} \right)$
    M7 Caltrans[14] $\lambda \left( {1 + \dfrac{P}{{13.8{A_{\rm{g}}}}}} \right)\sqrt {{f_{\rm{c}}}} \left( {0.8{A_{\rm{g}}}} \right)$
    M8 《城规》[15] $\lambda \left( {1 + \dfrac{P}{{13.8{A_{\rm{g}}}}}} \right)\sqrt {{f_{\rm{c}}}} \left( {0.8{A_{\rm{g}}}} \right)$
    M9 ACI-318[16] $0.167\left( {1 + \dfrac{P}{{13.8{A_{\rm{g}}}}}} \right){\sqrt {{f_{\rm{c}}}} _{}}{b_{\rm{w}}}d$
    M10 顾毅云[17] $0.058\gamma \left( {3.6\eta + 1} \right){f_{\rm{c}}}\left( {0.8{A_{\rm{g}}}} \right)$
    M11 Sezen等[18] $\gamma \left( {\dfrac{{0.5\sqrt {{f_{\rm{c}}}} }}{{L/d}}\sqrt {1 + \dfrac{P}{{0.5\sqrt {{f_{\rm{c}}}} {A_{\rm{g}}}}}} } \right)\left( {0.8{A_{\rm{g}}}} \right)$
    M12 Shin等[19] $\left( {\alpha \beta \gamma } \right)0.5\sqrt {{f_{\rm{c}}}} \sqrt {1 + \dfrac{P}{{0.5\sqrt {{f_{\rm{c}}}} {A_{\rm{g}}}}}} \left( {0.8{A_{\rm{g}}}} \right)$
    M13 NZS3101[20] $\left[ {4\left( {0.07 + 10{p_{\rm{w}}}} \right)\sqrt {{f_{\rm{c}}}} \sqrt {\dfrac{P}{{{f_{\rm{c}}}{A_{\rm{g}}}}} - 0.1} } \right]{b_{\rm{w}}}d$
    下载: 导出CSV

    表  4  不考虑轴力变化影响的抗剪模型

    Table  4.   Shear strength models without the effect of varying P

    公式编号来源混凝土部分Vc箍筋部分Vs
    M14JRA[21]${k_{\rm{c}}}{k_{\rm{e}}}{k_{{\rm{pt}}}}{v_{\rm{c}}}bd$$\dfrac{{{A_{\rm{v}}}{f_{{\rm{yv}}}}d}}{{1.15s}}$
    M15《细则》[22]$0.023\sqrt {{f_{\rm{c}}}} \left( {0.8{A_{\rm{g}}}} \right)$$\dfrac{{{A_{\rm{v}}}{f_{{\rm{yv}}}}h}}{s}$
    下载: 导出CSV

    表  5  各抗剪模型影响参数

    Table  5.   Influencing factors in each shear strength model

    公式
    编号
    来源fc/MPaAvfyv/MPaη/PμΔL/hρl/%ρsfyv计算
    角度/(°)
    截面计算高度有效剪切面积
    M1 Priestley等[8] 2.0~4.0 × × × 30 d 0.8Ag
    M2 Xiao等[9] 2.0~6.0 × × × 30 dc 0.8Ag
    M3 Kowalsky等[10] 2.0~8.0 1.5~2.0 × 30 hcccov 0.8Ag
    M4 Cassese等[11] 2.0~8.0 1.5~2.0 × 30 hcccov 1.6twh
    M5 Eurocode 8[12] 1.0~6.0 ≤5.0 × 45 dc bwd
    M6 Aschheim等[13] 1.0~4.0 × × × 45 d 0.8Ag
    M7 Caltrans[14] 1.0~5.7 × × 45 d 0.8Ag
    M8 《城规》[15] × × 45 d 0.8Ag
    M9 ACI-318[16] × × × × 45 d bwd
    M10 顾毅云[17] × × × 45 d 0.8Ag
    M11 Sezen等[18] 2.0~6.0 2.0~4.0 × × 45 d 0.8Ag
    M12 Shin等[19] 2.0~5.0 1.5~3.0 × 45 d 0.8Ag
    M13 NZS 3101[20] × × × 45 d bwd
    M14 JRA[21] × × × × 45 d bwd
    M15 《细则》[22] × × × × × 45 h 0.8Ag
    注:表中○表示在该模型中考虑了某一参数,× 表示在该模型中没有考虑某一参数;利用桁架模型计算箍筋抗剪贡献时,截面计算高度的4种取法分别为ddchcccovh.
    下载: 导出CSV

    表  6  抗剪能力计算值与试验值比值的平均值和变异系数

    Table  6.   Mean value and variation coefficient of the ratio of calculated shear strength to test results

    项目M1M2M3M4M5M6M7M8M9M10M11M12M13M14M15
    Vcal/Vtest平均值1.521.301.321.090.750.990.981.130.801.141.010.970.480.500.46
    变异系数 0.204 0.221 0.207 0.225 0.229 0.266 0.290 0.291 0.250 0.205 0.178 0.211 0.447 0.274 0.307
    下载: 导出CSV
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出版历程
  • 收稿日期:  2019-03-18
  • 修回日期:  2019-10-11
  • 网络出版日期:  2019-10-23
  • 刊出日期:  2021-02-01

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