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次邊緣柱失效下預應力混凝土框架抗連續倒塌性能研究

蘭冬璆 鄧小芳 金瀏 錢凱

蘭冬璆, 鄧小芳, 金瀏, 錢凱. 次邊緣柱失效下預應力混凝土框架抗連續倒塌性能研究[J]. 工程力學, 2023, 40(10): 58-70. doi: 10.6052/j.issn.1000-4750.2022.01.0052
引用本文: 蘭冬璆, 鄧小芳, 金瀏, 錢凱. 次邊緣柱失效下預應力混凝土框架抗連續倒塌性能研究[J]. 工程力學, 2023, 40(10): 58-70. doi: 10.6052/j.issn.1000-4750.2022.01.0052
LAN Dong-qiu, DENG Xiao-fang, JIN Liu, QIAN Kai. PROGRESSIVE COLLAPSE PERFORMANCE OF PRESTRESSED CONCRETE FRAMES UNDER PENULTIMATE COLUMN REMOVAL SCENARIO[J]. Engineering Mechanics, 2023, 40(10): 58-70. doi: 10.6052/j.issn.1000-4750.2022.01.0052
Citation: LAN Dong-qiu, DENG Xiao-fang, JIN Liu, QIAN Kai. PROGRESSIVE COLLAPSE PERFORMANCE OF PRESTRESSED CONCRETE FRAMES UNDER PENULTIMATE COLUMN REMOVAL SCENARIO[J]. Engineering Mechanics, 2023, 40(10): 58-70. doi: 10.6052/j.issn.1000-4750.2022.01.0052

次邊緣柱失效下預應力混凝土框架抗連續倒塌性能研究

doi: 10.6052/j.issn.1000-4750.2022.01.0052
基金項目: 國家自然科學基金優秀青年基金項目(52022024);國家自然科學基金面上項目(51778153);廣西自然科學基金項目 (2021GXNSFFA196001)
詳細信息
    作者簡介:

    蘭冬璆(1995?),女,廣西柳州人,博士生,主要從事結構抗倒塌方面研究(E-mail: landongqiu@emails.bjut.edu.cn)

    金 瀏(1985?),男,江蘇泗陽人,教授,博士,博導,主要從事混凝土結構防災減災方面研究(E-mail: jinliu@bjut.edu.cn)

    錢 凱(1983?),男,浙江寧波人,教授,博士,博導,主要從事結構抗倒塌方面研究(E-mail: qiankai@glut.edu.cn)

    通訊作者:

    鄧小芳(1984?),女,湖北荊州人,助理教授,博士,碩導,主要從事混凝土與混凝土結構研究(E-mail: dengxiaofang@glut.edu.cn)

  • 中圖分類號: TU378.4;TU311.41

PROGRESSIVE COLLAPSE PERFORMANCE OF PRESTRESSED CONCRETE FRAMES UNDER PENULTIMATE COLUMN REMOVAL SCENARIO

  • 摘要: 考慮到去柱后彎矩方向在去柱處出現反轉并且可能與預應力筋布置形式相反,預應力混凝土結構具有較大的倒塌風險,該文通過擬靜力試驗和數值模擬研究了次邊緣柱失效下無黏結預應力混凝土(PC)梁-柱子結構的抗連續倒塌性能。對2個具有不同預應力筋布置形式(直線型和拋物線型)的1/2縮尺梁-柱子結構進行Pushdown加載,分析了試件的破壞模式、抗力機制演變和極限承載力。為量化預應力筋的影響,制作了一個具有相同幾何尺寸和非預應力筋配筋率的鋼筋混凝土試件作為參考。結果表明:預應力筋可以顯著提高結構承載力,同時改變結構的破壞模式,降低結構變形能力。預應力筋產生的水平拉力加劇了邊柱的撓曲P-δ效應,使邊柱提早發生大偏心受壓破壞。為進一步了解預應力混凝土框架抗倒塌性能,基于有限元軟件LS-DYNA建立了精細化有限元模型開展系列參數分析。數值分析表明,預壓應力可以增強壓拱機制,預應力筋對于大變形階段承載力的提高貢獻顯著。
  • 圖  1  子結構提取示意圖

    Figure  1.  Schematic diagram of substructure extraction

    圖  2  試件尺寸和配筋詳圖

    Figure  2.  Dimensions and reinforcement details of specimens

    圖  3  試驗裝置及測量儀器布置圖

    Figure  3.  Test setup and instrumentation layout

    圖  4  承載力-位移曲線

    Figure  4.  Load resistance-displacement curves

    圖  5  R1破壞模式

    Figure  5.  Failure mode of R1

    圖  6  PP破壞模式

    Figure  6.  Failure mode of PP

    圖  7  PS破壞模式

    Figure  7.  Failure mode of PS

    圖  8  試件水平反力

    Figure  8.  Horizontal reaction forces of specimens

    圖  9  PP幾何模型

    Figure  9.  Geometrical model of PP

    圖  10  PCSL-0.75[34]幾何尺寸和配筋詳圖

    Figure  10.  Dimensions and reinforcement details of PCSL-0.75[34]

    圖  11  豎向抗力對比

    Figure  11.  Comparison of vertical load resistance

    圖  12  數值模型破壞模態

    Figure  12.  Failure modes of numerical models

    圖  13  PCSL-0.75豎向抗力對比

    Figure  13.  Comparison of vertical load resistance of PCSL-0.75

    圖  14  PCSL-0.75破壞模式對比

    Figure  14.  Comparison of failure model of PCSL-0.75

    圖  15  預應力筋的影響

    Figure  15.  Effect of prestressed tendons

    圖  16  鋼絞線黏結應力的影響

    Figure  16.  Effect of bonded stress of strands

    圖  17  張拉控制應力的影響

    Figure  17.  Effect of tension control stress

    圖  18  軸壓比的影響

    Figure  18.  Effect of axial compression ratio

    表  1  試件詳情

    Table  1.   Details of specimens

    編號失效柱位置軸壓比鋼絞線
    布置形式
    張拉控制應力鋼絞線
    配筋率/(%)
    R1次邊緣柱0.25???
    PP次邊緣柱0.25拋物線0.65fpu0.3
    PS次邊緣柱0.25直線0.65 fpu0.6
    注: fpu為預應力筋極限強度標準值(1860 MPa)。
    下載: 導出CSV

    表  2  鋼筋和鋼絞線力學特性

    Table  2.   Properties of reinforcements and tendon

    鋼筋及
    鋼絞線
    直徑/
    mm
    屈服強度/
    MPa
    極限強度/
    MPa
    彈性模量/
    GPa
    伸長率/
    (%)
    6636848516220.1
    121246259617114.7
    161646660418217.0
    S12.712.7164919702136.3
    注: S為7股鋼絲鋼絞線,其抗拉強度標準值為1860 MPa。
    下載: 導出CSV

    表  3  主要試驗結果

    Table  3.   Summary of critical test results

    編號位移/mm荷載/kNMHFL/kNMHFR/kN
    FPLULFPLUL
    R1766655174?81/153?69/143
    PP666006186?87/166?78/152
    PS484997799?61/162?61/122
    注:FPL和UL分別表示第一峰值承載力和極限承載力;MHFL和MHFR分別為試件的左側和右側最大水平反力,負值為壓反力、正值為拉反力。
    下載: 導出CSV

    黑人大屌丝逼逼
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  • 收稿日期:  2022-01-10
  • 修回日期:  2022-04-16
  • 網絡出版日期:  2022-04-23
  • 刊出日期:  2023-10-10

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