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震損RC柱FRP加固后抗震性能數值模擬分析

李碩 趙作周

李碩, 趙作周. 震損RC柱FRP加固后抗震性能數值模擬分析[J]. 工程力學, 2023, 40(10): 89-98. doi: 10.6052/j.issn.1000-4750.2022.01.0061
引用本文: 李碩, 趙作周. 震損RC柱FRP加固后抗震性能數值模擬分析[J]. 工程力學, 2023, 40(10): 89-98. doi: 10.6052/j.issn.1000-4750.2022.01.0061
LI Shuo, ZHAO Zuo-zhou. NUMERICAL SIMULATION OF SEISMIC BEHAVIOR OF EARTHQUAKE DAMAGED RC COLUMNS STRENGTHENED WITH FRP[J]. Engineering Mechanics, 2023, 40(10): 89-98. doi: 10.6052/j.issn.1000-4750.2022.01.0061
Citation: LI Shuo, ZHAO Zuo-zhou. NUMERICAL SIMULATION OF SEISMIC BEHAVIOR OF EARTHQUAKE DAMAGED RC COLUMNS STRENGTHENED WITH FRP[J]. Engineering Mechanics, 2023, 40(10): 89-98. doi: 10.6052/j.issn.1000-4750.2022.01.0061

震損RC柱FRP加固后抗震性能數值模擬分析

doi: 10.6052/j.issn.1000-4750.2022.01.0061
基金項目: 國家重點研發計劃項目(2019YFC1509305)
詳細信息
    作者簡介:

    李 碩(1998?),男,安徽人,碩士生,主要從事結構震損加固研究(E-mail: li-s19@mails.tsinghua.edu.cn)

    通訊作者:

    趙作周(1967?),男,甘肅人,副教授,博士,博導,主要從事結構工程抗震研究(E-mail: zzzhao@tsinghua.edu.cn)

  • 中圖分類號: TU375.3

NUMERICAL SIMULATION OF SEISMIC BEHAVIOR OF EARTHQUAKE DAMAGED RC COLUMNS STRENGTHENED WITH FRP

  • 摘要: 使用有限元軟件ABAQUS,基于箍筋約束混凝土、鋼筋以及FRP材料的材料本構模型,完成了未震損未加固、未震損FRP加固和震損后FRP加固的RC柱抗震數值模擬分析。對震損后FRP加固的RC柱,完成不同程度震損模擬;使用生死單元法實現嚴重震損混凝土的剔除與替換以及FRP的加固;再模擬修復加固后RC柱的加載,模擬結果與試驗結果基本吻合。對比了3種RC柱抗震性能的數值模擬結果,發現嚴重震損后用FRP加固的RC柱其抗側剛度與承載力不能完全恢復,需要考慮不同損傷程度與不同FRP加固措施等對加固效果的影響。研究了不同損傷程度和加固方法下的RC柱,結果表明:對于中等震損的試件,縱橫向FRP組合加固可以完全恢復并超越原有抗震性能;對嚴重損傷RC柱,外圍損傷嚴重混凝土的修復與替換是影響震損RC柱加固后性能的關鍵;相較于僅有橫向GFRP環向加固,縱橫向FRP組合加固的效果更好。
  • 圖  1  三種RC柱的截面示意圖

    Figure  1.  Section diagrams of three kinds of RC columns

    圖  2  FRP加固RC柱示意圖

    Figure  2.  RC columns strengthened by FRP

    圖  3  文獻[7]中三種試件數值模型

    Figure  3.  Three numerical models of specimens in literature [7]

    圖  4  RC柱各部分

    Figure  4.  Each part of RC columns

    圖  5  部分約束和邊界

    Figure  5.  Partial constraints and boundaries

    圖  6  加載制度

    Figure  6.  Loading schedule

    圖  7  生死單元法示意圖

    Figure  7.  Model change element method

    圖  8  鋼筋本構

    Figure  8.  Constitutive model of steel

    圖  9  混凝土受壓應力-應變關系曲線

    Figure  9.  Stress-strain curve of concrete under compression

    圖  10  等效的CFRP應力-應變關系

    Figure  10.  Equivalent stress-strain relationship of CFRP

    圖  11  應變云圖與試驗結束破壞照片

    Figure  11.  Strain nephograms and photos of destruction at the end of the test

    圖  12  試件試驗實測與數值模擬結果曲線對比

    Figure  12.  Comparison of test and numerical simulation results curves

    圖  13  試驗實測與數值模擬骨架曲線對比

    Figure  13.  Comparison of test and numerical simulation skeleton curves

    圖  14  三種RC柱數值模擬結果對比

    Figure  14.  Comparison of numerical simulation results of three kinds of RC columns

    圖  15  不同RC柱數值模擬結果對比

    Figure  15.  Comparison of numerical simulation results

    表  1  FRP加固情況

    Table  1.   FRP reinforcement measures

    試件FRP加固情況
    C495-S縱向:無
    橫向:2層連續+1層50 mm寬10 mm間距條帶0.169 mmGFRP布(端部1000 mm范圍)
    C495-R縱向:3條10層50 mm寬0.111 mmCFRP板條(端部1000 mm范圍)
    橫向:3層0.169 mmGFRP布(塑性鉸區500 mm范圍);2層0.169 mmGFRP布(塑性鉸上部500 mm范圍)
    C700-S縱向:無
    橫向:4層連續0.169 mmGFRP布(端部2000 mm范圍)
    C700-R縱向:5條12層50 mm寬0.111 mmCFRP板條(端部2000 mm范圍)
    橫向:5層0.169 mmGFRP布(塑性鉸區1000 mm范圍);2層0.169 mmGFRP布(塑性鉸上部1000 mm范圍)
    下載: 導出CSV

    表  2  輸入的鋼筋模型參數

    Table  2.   Input rebar model parameters

    鋼筋類別鋼筋等級彈性模量
    E0/GPa
    屈服強度
    fy/MPa
    屈服后剛度
    系數α
    箍筋HPB3002113180.001
    縱筋HRB3351903660.001
    下載: 導出CSV

    表  3  縱向鋼筋彈性模量折減系數取值[14]

    Table  3.   Value of elastic modulus reduction coefficient of longitudinal reinforcement[14]

    損傷程度損傷描述損傷狀態彈性模量折減系數γ
    基本完好無損傷或者出現彎曲開裂DS-11.00
    輕微損壞出現混凝土剝落和剪切裂縫DS-20.67
    中等破壞保護層出現較多裂縫和剝落DS-30.50
    嚴重破壞縱向鋼筋與箍筋外露出來DS-40.35
    倒塌核心混凝土壓潰DS-50.20
    下載: 導出CSV

    表  4  FRP力學性能

    Table  4.   Mechanical properties of FRP

    FRP類型抗拉強度/
    MPa
    彈性模量/
    GPa
    其余方向
    強度/Pa
    其余方向
    彈性模量/Pa
    斷裂能/
    (N·m?1)
    CFRP43532370.10.11
    GFRP2413910.10.11
    下載: 導出CSV

    表  5  數值模擬與試驗結果對比

    Table  5.   Comparison of simulation and test results

    試件剛度K
    /(kN·mm?1)
    剛度Kt
    /(kN·mm?1)
    誤差δ/(%)承載力Fp
    /kN
    承載力Fpt
    /kN
    誤差δ/(%)
    C495-U54.456.23.38496470?5.29
    C495-S62.169.612.085145608.95
    C495-R47.042.6?9.28490432?12.00
    C700-U80.083.74.5811101058?4.71
    C700-S98.496.2?2.1711481066?7.14
    C700-R55.459.88.03903834?7.69
    試件剛度Ku
    /(kN·mm?1)
    剛度Kut
    /(kN·mm?1)
    誤差δ/(%)位移Sp
    /mm
    位移Spt
    /mm
    誤差δ/(%)
    C495-U?8.3?4.9?41.4114.312.2?14.69
    C495-S?6.9?7.914.9415.314.6?4.50
    C495-R?6.3?2.4?61.6122.220.4?7.95
    C700-U?10.9?9.0?17.4617.418.34.93
    C700-S?11.8?8.2?31.0019.225.532.37
    C700-R?13.2?11.4?13.4732.235.710.77
    下載: 導出CSV

    表  6  補充的三種計算模型情況

    Table  6.   Three additional calculation models

    模型預損程度有無縱向CFRP是否替換損傷混凝土
    C495-R嚴重震損替換
    C495-R-A中等震損替換
    C495-R-B嚴重震損不替換
    C495-R-C嚴重震損替換
    下載: 導出CSV

    黑人大屌丝逼逼
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  • 收稿日期:  2022-01-13
  • 修回日期:  2022-06-13
  • 網絡出版日期:  2022-06-24
  • 刊出日期:  2023-10-10

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