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PEC柱-型钢梁框架异型内节点的抗剪性能试验研究

李补拴 周伟 赵冲 路瑶 赵根田 陈明

李补拴, 周伟, 赵冲, 路瑶, 赵根田, 陈明. PEC柱-型钢梁框架异型内节点的抗剪性能试验研究[J]. 西南交通大学学报, 2023, 58(3): 563-574. doi: 10.3969/j.issn.0258-2724.20210545
引用本文: 李补拴, 周伟, 赵冲, 路瑶, 赵根田, 陈明. PEC柱-型钢梁框架异型内节点的抗剪性能试验研究[J]. 西南交通大学学报, 2023, 58(3): 563-574. doi: 10.3969/j.issn.0258-2724.20210545
LI Bushuan, ZHOU Wei, ZHAO Chong, LU Yao, ZHAO Gentian, CHEN Ming. Experimental Study on Shear Resistance of Abnormal Internal Joints in Partially-Encased Concrete Column-Steel Beam Frame[J]. Journal of Southwest Jiaotong University, 2023, 58(3): 563-574. doi: 10.3969/j.issn.0258-2724.20210545
Citation: LI Bushuan, ZHOU Wei, ZHAO Chong, LU Yao, ZHAO Gentian, CHEN Ming. Experimental Study on Shear Resistance of Abnormal Internal Joints in Partially-Encased Concrete Column-Steel Beam Frame[J]. Journal of Southwest Jiaotong University, 2023, 58(3): 563-574. doi: 10.3969/j.issn.0258-2724.20210545

PEC柱-型钢梁框架异型内节点的抗剪性能试验研究

doi: 10.3969/j.issn.0258-2724.20210545
基金项目: 国家自然科学基金(51268042,51768055)
详细信息
    作者简介:

    李补拴(1986—),男,工程师,研究方向为新型组合结构及复合材料,E-mail: libushuan@163.com

    通讯作者:

    赵根田(1962—),男,教授,博士,研究方向为新型组合结构,E-mail: zhaogentian93110@sina.com

  • 中图分类号: TU398.9

Experimental Study on Shear Resistance of Abnormal Internal Joints in Partially-Encased Concrete Column-Steel Beam Frame

  • 摘要:

    由于民用建筑外观及工业建筑生产工艺要求,部分包覆钢-混凝土结构因错位、变梁变柱等会形成异型内节点. 为研究该类异型内节点的抗剪性能,以柱两侧梁错位高度、单侧梁截面高度增大等为变量参数,按1∶2缩尺比例设计制作了1个常规内节点和3个异型内节点模型试件,并完成低周往复荷载试验,分析了内节点的破坏形态、滞回耗能、承载能力、延性性能等指标. 试验研究结果表明:各试件滞回曲线均呈现对称饱满的梭形;等效黏滞阻尼系数在0.598~0.618,位移延性系数在3.28~4.96,表现出良好的耗能性能及变形性能;因错位、变梁形成的异型内节点与常规内节点相比,承载力分别提升约6.1%、14.0%、15.0%;位移延性系数提升了约−26.6%、11.0%、−14.1%,延性性能规律不明显,耗能能力、强度和刚度退化变化不大;对于左右梁截面尺寸相同且完全错开(即错位高度大于梁高)的Ⅰ类异型内节点,可按T形边节点进行设计;基于节点域传力机理,建立了Ⅱ类异型内节点抗剪计算模型,并提出了抗剪承载力计算公式,试验结果与理论计算结果吻合较好.

     

  • 图 1  试件设计与制作

    Figure 1.  Design and fabrication of specimens

    图 2  试验加载装置

    Figure 2.  Loading equipment of specimens

    图 3  测试仪表布置

    Figure 3.  Layout of testing instruments

    图 4  试件破坏形态

    Figure 4.  Failure mode of specimens

    图 5  柱顶部荷载-位移滞回曲线

    Figure 5.  Load-displacement hysterics loops of specimens

    图 6  试件荷载-位移骨架曲线

    Figure 6.  Load-displacement skeleton curves of specimens

    图 7  强度退化曲线

    Figure 7.  Strength degradation curves

    图 8  刚度退化曲线

    Figure 8.  Stiffness degradation curves

    图 9  节点各阶段应变变化曲线

    Figure 9.  Strain variation curves of joints in different stages

    图 10  节点受力示意

    Figure 10.  Force distribution of joints

    图 11  节点传力机理

    Figure 11.  Force transfer mechanism of joints

    表  1  试件基本参数

    Table  1.   Parameters of specimens

    试件编号柱截面尺寸/mm梁截面尺寸/mm错位高度/mm左右梁截面
    高度差/mm
    左右梁线
    刚度
    nt
    非加载侧加载侧
    PECJD 1200/200/8.0/12HN 200/100/5.5/8HN 200/100/5.5/800i1=i20.35
    PECJD 2200/200/8.0/12HN 200/100/5.5/8HN 200/100/5.5/84000i1=i20.35
    PECJD 3200/200/8.0/12HN 200/100/5.5/8HM 244/175/7.0/110442.7i1=i20.35
    PECJD 4200/200/8.0/12HN 200/100/5.5/8HM 248/124/5.0/8048i1=i20.35
    注:HN为窄翼缘H型钢,HM为中翼缘H型钢;错位高度定义为柱两侧梁翼缘中心线之间的距离;nt为试验轴压比;i1i2)为左(右)梁线刚度;第2~4列的数据分别为型钢截面高度、翼缘宽度、腹板厚度、翼缘厚度.
    下载: 导出CSV

    表  2  试件材性实测指标

    Table  2.   Measured values of material properties of specimens

    类型t(ϕ)/mmfy/MPafu/MPaE/GPaεy/ × 10−3A/%
    钢板5.03054632041.49639.0
    5.53074481961.56836.0
    7.02974231801.65030.0
    8.03204202101.52528.5
    12.03194372201.45126.0
    18.03014571911.57627.5
    钢筋8.03355222101.59430.0
    注: tϕfyfuEεyA分别为钢板厚度、钢筋直径、钢材屈服强度、抗拉强度、弹性模量、屈服应变和断后伸长率.
    下载: 导出CSV

    表  3  试件在各特征点试验结果

    Table  3.   Experimental results of specimens at various feature points

    试件编号加载方向开裂荷载Pcr/kN开裂位移Δcr/mm屈服荷载Py/kNΔy/mm峰值荷载Pm/kN峰值位移Δm/mm破坏荷载Pu/kN破坏位移Δu/mm位移延性系数均值
    PECJD 1正向101.019.82122.2015.20151.8057.32129.0375.394.47
    反向−98.99−11.42−121.20−17.64−144.00−58.83−122.40−70.12
    PECJD 2正向91.106.98142.6018.99160.6053.99136.5159.483.28
    反向−105.60−7.01−138.90−17.62−153.20−54.51−130.22−60.27
    PECJD 3正向129.1010.79149.2016.65165.8056.42140.9386.964.96
    反向−113.40−9.19−148.80−19.71−172.20−41.35−146.37−92.75
    PECJD 4正向110.308.75144.0018.50173.2055.54147.2275.743.84
    反向−103.10−7.10−142.50−17.94−167.10−62.42−142.04−64.42
    下载: 导出CSV

    表  4  等效黏滞性阻尼系数

    Table  4.   Equivalent viscous damping coefficients of specimens

    试件编号屈服荷载时峰值荷载时破坏荷载时
    PECJD 10.2610.4810.610
    PECJD 20.1530.5340.618
    PECJD 30.2480.4690.600
    PECJD 40.1790.4360.598
    下载: 导出CSV

    表  5  节点核心区剪力和受剪承载力

    Table  5.   Shear and shear bearing capacity in core area of joints

    试件编号Vj/kNVj1/kNVj/Vj1破坏模式
    PECJD 3840.8766.11.098核心区剪切破坏
    PECJD 4697.0768.00.908梁端弯曲破坏和节点轻微剪切破坏并存
    SRCIJ-7[21]965.1977.50.987核心区剪切破坏
    SRCIJ-8[21]906.2842.851.075核心区剪切破坏
    下载: 导出CSV
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出版历程
  • 收稿日期:  2021-07-04
  • 修回日期:  2021-11-19
  • 网络出版日期:  2023-02-22
  • 刊出日期:  2021-12-05

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