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预应力钢-竹组合梁受弯挠度计算方法与试验研究

张孝存, 茅鸣, 李玉顺

张孝存, 茅鸣, 李玉顺. 预应力钢-竹组合梁受弯挠度计算方法与试验研究[J]. 工程力学, 2023, 40(1): 201-211, 228. DOI: 10.6052/j.issn.1000-4750.2021.08.0611
引用本文: 张孝存, 茅鸣, 李玉顺. 预应力钢-竹组合梁受弯挠度计算方法与试验研究[J]. 工程力学, 2023, 40(1): 201-211, 228. DOI: 10.6052/j.issn.1000-4750.2021.08.0611
ZHANG Xiao-cun, MAO Ming, LI Yu-shun. CALCULATION METHOD AND EXPERIMENTAL STUDY ON BENDING DEFLECTION OF PRESTRESSED STEEL-BAMBOO COMPOSITE BEAMS[J]. Engineering Mechanics, 2023, 40(1): 201-211, 228. DOI: 10.6052/j.issn.1000-4750.2021.08.0611
Citation: ZHANG Xiao-cun, MAO Ming, LI Yu-shun. CALCULATION METHOD AND EXPERIMENTAL STUDY ON BENDING DEFLECTION OF PRESTRESSED STEEL-BAMBOO COMPOSITE BEAMS[J]. Engineering Mechanics, 2023, 40(1): 201-211, 228. DOI: 10.6052/j.issn.1000-4750.2021.08.0611

预应力钢-竹组合梁受弯挠度计算方法与试验研究

基金项目: 国家自然科学基金项目(51978345,51678310)
详细信息
    作者简介:

    张孝存(1990−),男,黑龙江人,副教授,博士,主要从事低碳建筑结构研究(E-mail: zhangxiaocun@nbu.edu.cn)

    茅 鸣(1995−),男,浙江人,硕士,主要从事组合结构研究(E-mail: maoming0130@163.com)

    通讯作者:

    李玉顺(1968−),女,黑龙江人,教授,博士,主要从事组合结构研究(E-mail: lys0451@163.com)

  • 中图分类号: TU398+.6

CALCULATION METHOD AND EXPERIMENTAL STUDY ON BENDING DEFLECTION OF PRESTRESSED STEEL-BAMBOO COMPOSITE BEAMS

  • 摘要: 为分析预应力钢-竹组合梁的受弯挠度,以加载方式、张弦位置、预应力度为变量,对12根组合梁试件进行了设计与试验研究。在此基础上,假定梁变形分布符合正弦半波曲线,并考虑梁加载过程中几何关系变化与预应力反拱的影响,采用弹性理论建立了组合梁中预应力筋应力增量的计算方法,推导得出一点或两点加载、一点或两点张弦时,组合梁受弯挠度计算的统一公式。试验与理论计算结果的对比表明:该文提出的挠度计算方法可较好的预测组合梁在正常使用阶段的挠度;随着预应力度的增加,组合梁的等效抗弯刚度不断提高,且两点张弦时可获得更高的等效抗弯刚度。此外,对于初始预应力为零的试件,需采用可靠预紧措施,以保证体外预应力筋能够有效发挥作用。
    Abstract: To investigate the bending deflection of prestressed steel-bamboo composite beams, twelve composite beams were designed and tested with loading mode, prestressing position and prestressing level as variables. Based on the assumed half-wave sine curve for the deformation distribution and taking the consideration of the influence of geometric change and prestressing camber of the beam in the loading process, a method for calculating the stress increment of prestressed strands in composite beams is established using the elastic theory. A unified formula for calculating the bending deflection of composite beams under one-point or two-point loading (prestressing) schemes is also developed. The comparison between the experimental and theoretical results indicates that: the proposed method can provide suitable estimations for the deflection of composite beams in the serviceability limit state. With the increase of the prestressing level, the equivalent bending stiffness of composite beams increases continuously, and higher equivalent bending stiffness can be obtained when two-point prestressing scheme is applied. Moreover, For the specimens with zero initial prestress, reliable pre-tightening measures should be adopted to ensure that the external prestressing strands can play an effective role.
  • 图  1   钢-竹组合梁试件及横截面尺寸

    Figure  1.   Specimens and cross-sectional dimensions of steel-bamboo composite beams

    图  2   预应力钢绞线锚固及转向装置

    Figure  2.   Anchorage and steering devices for prestressed strands

    图  3   竖向力加载方案

    Figure  3.   Vertical loading scheme

    图  4   加载装置与位移计布置(一点加载、一点张弦) /mm

    Figure  4.   Loading device and displacement meter arrangement (one-point loading and one-point prestressing scheme)

    图  5   预应力钢-竹组合梁的计算简图

    Figure  5.   Computing model for prestressed steel-bamboo composite beam

    图  6   荷载-跨中挠度曲线对比

    Figure  6.   Comparison of load-mid-span-deflection curves

    图  7   整体挠度曲线对比

    Figure  7.   Comparison of deflection curves

    表  1   试件设计参数

    Table  1   Design parameters of specimens

    编号加载
    方式
    加载点至
    梁端距离/mm
    张弦方式张弦点至
    梁端距离/mm
    预应
    力筋
    初始
    预加力/kN
    L-111900
    L-221350
    L-31190011900S15.240
    L-41190011900S15.260
    L-52135011900S15.240
    L-62135011900S15.260
    L-71190021350S15.240
    L-81190021350S15.260
    L-92135021350S15.240
    L-102135021350S15.260
    L-112135021350S15.280
    L-122135021350S15.20
    注:加载方式1和2分别表示跨中单点加载和两点对称加载;张弦方式1和2分别表示跨中一点张弦和两点对称张弦。
    下载: 导出CSV

    表  2   材料的力学性能指标

    Table  2   Mechanical properties of materials

    材料规格尺寸强度指标/MPa弹性模量/MPa
    重组竹−140×20.0(翼缘)
    −160×20.0(腹板)
    155.2(静曲强度)
    93.47(抗压强度)
    124.04(抗拉强度)
    15673
    薄壁钢板[160×60×2.0284(屈服强度)
    378(极限强度)
    2.0×105
    钢绞线1×7Φs15.21860(极限强度)1.95×105
    下载: 导出CSV

    表  3   试件的等效弯曲刚度

    Table  3   Equivalent bending stiffness of specimens

    编号加载方式张弦方式初始预拉力值T0/N竖向荷载F/N跨中截面相对挠度f0/mm等效弯曲刚度EI/(N·mm2)
    L-11025 00014.2861.563×1012
    L-22030 00015.1801.531×1012
    L-31140 00035 00013.9931.729×1012
    L-41160 00040 00013.6131.738×1012
    L-52140 00040 00014.2801.705×1012
    L-62160 00050 00015.1671.841×1012
    L-71240 00040 00014.7731.818×1012
    L-81260 00045 00014.8801.833×1012
    L-92240 00045 00014.6471.796×1012
    L-102260 00055 00014.9811.890×1012
    L-112280 00060 00014.1681.961×1012
    L-1222030 00014.2641.629×1012
    下载: 导出CSV
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出版历程
  • 收稿日期:  2021-08-07
  • 修回日期:  2021-11-10
  • 网络出版日期:  2021-11-18
  • 刊出日期:  2022-12-31

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