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薄钢板自攻螺钉连接受剪性能与力学模型研究

袁焕鑫 蔡康毅 吴杨威 杜新喜

袁焕鑫, 蔡康毅, 吴杨威, 杜新喜. 薄钢板自攻螺钉连接受剪性能与力学模型研究[J]. 工程力学, 2021, 38(9): 64-74. doi: 10.6052/j.issn.1000-4750.2020.08.0595
引用本文: 袁焕鑫, 蔡康毅, 吴杨威, 杜新喜. 薄钢板自攻螺钉连接受剪性能与力学模型研究[J]. 工程力学, 2021, 38(9): 64-74. doi: 10.6052/j.issn.1000-4750.2020.08.0595
YUAN Huan-xin, CAI Kang-yi, WU Yang-wei, DU Xin-xi. SHEAR BEHAVIOR AND MECHANICAL MODEL FOR SELF-DRILLING SCREW CONNECTIONS BETWEEN THIN STEEL SHEETS[J]. Engineering Mechanics, 2021, 38(9): 64-74. doi: 10.6052/j.issn.1000-4750.2020.08.0595
Citation: YUAN Huan-xin, CAI Kang-yi, WU Yang-wei, DU Xin-xi. SHEAR BEHAVIOR AND MECHANICAL MODEL FOR SELF-DRILLING SCREW CONNECTIONS BETWEEN THIN STEEL SHEETS[J]. Engineering Mechanics, 2021, 38(9): 64-74. doi: 10.6052/j.issn.1000-4750.2020.08.0595

薄钢板自攻螺钉连接受剪性能与力学模型研究

doi: 10.6052/j.issn.1000-4750.2020.08.0595
基金项目: 湖北省自然科学基金项目(2018CFB441);国家自然科学基金项目(51508424)
详细信息
    作者简介:

    蔡康毅(1994−),男,浙江人,硕士,主要从事钢结构研究(E-mail: caiky2013@whu.edu.cn)

    吴杨威(1994−),男,江西人,博士生,主要从事钢结构研究(E-mail: wuyangwei@whu.edu.cn)

    杜新喜(1961−),男,陕西人,教授,博士,博导,主要从事钢结构研究(E-mail: duxinxi@163.com)

    通讯作者:

    袁焕鑫(1988−),男,湖南人,副教授,博士,主要从事钢结构研究(E-mail: yuanhx@whu.edu.cn)

  • 中图分类号: TU392.5;TU317+.1

SHEAR BEHAVIOR AND MECHANICAL MODEL FOR SELF-DRILLING SCREW CONNECTIONS BETWEEN THIN STEEL SHEETS

  • 摘要: 对薄钢板自攻螺钉连接开展受剪试验研究,探究了板件厚度与螺钉直径对连接受剪性能的影响。结果表明:自攻螺钉连接常见的失效模式包括板件孔壁承压失效、螺钉拔出失效和螺钉剪切失效三类,且失效模式受螺钉直径与钉帽侧板件厚度之比的影响;连接的受剪承载力与板件厚度和螺钉直径呈正相关关系,连接的初始刚度和延性也与板件厚度和螺钉直径存在规律性相关关系。采用Johnson-Cook损伤本构和线性损伤积累法则定义材料属性,同时考虑螺钉的形貌特征,建立了自攻螺钉连接的精细有限元模型,经试验结果对比验证表明该模型能够比较准确地模拟自攻螺钉连接的受剪性能。采用中国规范GB 50018−2002的自攻螺钉连接受剪承载力计算公式,同时分析了板件压缩刚度和螺钉剪切刚度的影响,并考虑了螺钉的群钉效应修正,提出了三段式的简化力学模型,能较好地预测自攻螺钉连接受剪的荷载-变形关系。
  • 图  1  试件示意图 /mm

    Figure  1.  Diagram of specimens

    图  2  薄钢板应力-应变关系曲线

    Figure  2.  Stress-strain relationship curves of thin steel sheets

    图  3  试验装置

    Figure  3.  Test setup

    图  4  失效破坏照片

    Figure  4.  Failure photos

    图  5  受剪试验的荷载-变形曲线

    Figure  5.  Load-deformation curves from shear tests

    图  6  模型部件

    Figure  6.  Parts of model

    图  7  板件塑性本构关系曲线

    Figure  7.  Plastic constitutive relationship curves of steel sheets

    图  8  板件损伤本构关系曲线

    Figure  8.  Damage consitutive relationship curves of steel sheets

    图  9  单元网格划分

    Figure  9.  Meshed elements

    图  10  接触表面对

    Figure  10.  Contact pairs

    图  11  模拟与试验的荷载-变形曲线对比

    Figure  11.  Comparison between simulated and experimental load-deformation curves

    图  12  模拟与试验的失效模式对比

    Figure  12.  Comperison between simulated and experimental failure modes

    图  13  失效模式分析

    Figure  13.  Analysis of failure modes

    图  14  板件压缩变形

    Figure  14.  Compressive deformation of steel sheets

    图  15  螺钉剪切变形

    Figure  15.  Shear deformation of screw

    图  16  连接荷载-变形关系曲线

    Figure  16.  Load-deformation relationship curve of connection

    图  17  模拟与试验的荷载-挠度曲线对比

    Figure  17.  Comparison between simulated and experimental load-deflection curves

    表  1  试件几何尺寸

    Table  1.   Geometric dimensions of specimens

    薄钢板 自攻螺钉
    代号 材料 t/mm w/mm l/mm 代号 d/mm e/mm
    A S350 0.4 50 300 X 4.8 19
    B S350 0.5 50 300
    C S350 0.6 50 300
    D S550 0.8 50 300 Y 5.5 19
    E S550 1.0 50 300
    F S350 2.5 50 300
    注:t为板件公称厚度;w为板件公称宽度;l为板件公称长度;d为螺钉名义直径;e为螺钉名义长度。
    下载: 导出CSV

    表  2  薄钢板材料力学性能

    Table  2.   Material properties of thin steel sheets

    代号νE/GPaσy(σ0.2)/MPaεy(ε0.2)/(×10−3)σu/MPaεu/(×10−3)$\dfrac{{{\sigma _{\rm{y}}}}}{{{\sigma _{\rm{u}}}}}$$\left(\dfrac{{{\sigma _{{\rm{0}}{\rm{.2}}}}}}{{{\sigma _{\rm{u}}}}}\right)$εst/(×10−3)εb/(%)
    A0.249230.6402.53.75463.81720.8745.724.6
    B0.283219.3395.53.80431.21880.9265.634.3
    C0.278210.6355.14.89430.52040.8242.034.3
    D0.234245.2779.15.18809.44110.9610.7
    E0.250226.7809.25.59818.76240.995.8
    F0.277223.5384.03.77519.11930.7423.641.0
    注:ν为泊松比;E为弹性模量;σyεy分别为S350钢材的屈服强度及其对应应变;σ0.2ε0.2分别为S550钢材当残余塑性应变等于0.2%时的应力及其对应应变,σ0.2即为该钢材的名义屈服强度;σuεu分别为抗拉强度及其对应应变;εst为屈服平台结束点对应应变;εb为断后伸长率;符号“−”表示相应数据缺失。
    下载: 导出CSV

    表  3  失效模式分类

    Table  3.   Classification of failure modes

    编号失效模式失效特征
    螺钉孔孔径
    拉长
    螺钉孔
    单侧板件堆积
    板件
    面外
    翘曲
    板件
    纵向
    撕裂
    板件
    横向
    撕裂
    螺钉
    剪断
    螺钉
    倾斜
    拔出
    1板件孔壁
    承压失效
    2板件端部
    剪切失效
    3板件净截面
    受拉失效
    4螺钉剪切
    失效
    5螺钉拔出
    失效
    注:符号“○”为该类失效特征较为明显;符号“╳”为该类失效特征不明显或未发生。
    下载: 导出CSV

    表  4  试验与模拟结果

    Table  4.   Experimental and simulated results

    试件代号tc/mmtt/mmd/mm$\dfrac{d}{{{t_{\rm{c}}}}}$$\dfrac{d}{{{t_{\rm{t}}}}}$Fu,Exp/kNFu,FE/kN$\dfrac{{{F_{{\rm{u,FE}}}}}}{{{F_{{\rm{u,Exp}}}}}}$Δu,Exp/mmΔu,FE/mm$\dfrac{{{\varDelta _{{\rm{u,FE}}}}}}{{{\varDelta _{{\rm{u,Exp}}}}}}$SExpSFErFE-Exp
    123平均值123平均值
    CE1X0.621.004.87.744.783.233.433.403.363.230.964.284.724.844.613.380.73110.96
    BE1X0.501.004.89.594.792.332.112.052.162.030.943.641.841.882.462.731.11110.91
    AE1X0.381.004.812.554.791.621.651.691.651.661.011.282.481.201.652.031.23110.95
    AF1X0.382.434.812.591.982.102.152.482.121.660.747.325.040.966.181.360.22110.70
    FF1Y2.442.435.52.252.268.267.828.148.087.430.921.682.122.322.041.840.90440.99
    EF1Y1.002.415.55.492.289.769.689.679.708.750.906.076.805.576.154.980.81110.99
    EE1Y1.011.005.55.465.497.347.027.087.156.810.955.214.325.164.903.470.711+51+50.98
    FF1X2.432.445.52.272.267.005.786.366.385.670.891.321.161.481.321.050.80440.97
    EF1X1.002.424.84.811.988.187.278.347.936.890.875.843.446.245.174.000.77110.91
    DF1X0.792.444.86.081.975.966.706.636.436.390.995.646.684.605.644.190.74110.97
    EE1X1.001.004.84.824.805.816.056.436.105.710.945.046.444.565.352.950.551+51+50.98
    DE1X0.801.004.86.014.804.204.794.894.634.981.084.005.686.725.473.380.621+51+50.96
    DD1X0.800.804.86.026.034.294.344.344.325.341.245.525.003.764.763.220.681+51+50.98
    平均值0.960.800.94
    标准差0.110.190.07
    注:tctt分别为钉帽侧、钉尖侧板件实测厚度;d为自攻螺钉名义直径;Fu,ExpFu,FE分别为试验、模拟得到的峰值荷载;Δu,ExpΔu,FE分别为试验、模拟得到的峰值荷载对应变形;SExpSFE分别为试验、模拟得到的失效模式;rFE-Exp为模拟与试验的荷载-变形上升段曲线对比得到的Pearson相关系数;符号“2.48”为相应数据不可信予以剔除。
    下载: 导出CSV

    表  5  三段式模型系数取值

    Table  5.   Coefficient values of three-stage model

    系数适用范围
    4.0 ≤ d/tc < 8.0d/tc ≥ 8.0
    取值$ R^2(R_{ {\rm{avg} }}^2) $取值$ R^2(R_{ {\rm{avg} }}^2) $
    α0.19000.840.01000.83
    β−0.00820.840.00240.83
    ξ0.89000.942.26000.92
    $\phi$0.73000.941.26000.94
    0.890.92
    注:α为板件压缩刚度组合系数;β为螺钉剪切刚度组合系数;ξ为趋近荷载修正系数;$\phi$为峰值荷载修正系数;R2为回归决定系数,越接近1说明拟合度越高;$R_{ {\rm{avg} } }^2$ 为平均回归决定系数,三段式受剪力学模型按表中系数取值计算得到荷载-变形上升段曲线,与试验和模拟得到的荷载-变形上升段曲线进行对比,计算回归决定系数再求得的平均值,越接近1说明拟合度越高。
    下载: 导出CSV

    表  6  模拟与试验结果比较

    Table  6.   Comparison between simulated and experimental results

    h/mmPu,Exp/kNPu,FE/kN$\dfrac{{{P_{{\rm{u,FE}}}}}}{{{P_{{\rm{u,Exp}}}}}}$Du,Exp/mmDu,FE/mm$\dfrac{{{D_{{\rm{u,FE}}}}}}{{{D_{{\rm{u,Exp}}}}}}$
    30059.3055.090.9320.6319.760.96
    40065.3663.070.9616.6616.300.98
    50071.4470.770.9916.1014.200.88
    60079.5377.800.9811.3312.851.13
    平均值0.970.99
    注:h为梁高;Pu,ExpPu,FE分别为试验、模拟得到的峰值荷载;Du,ExpDu,FE分别为试验、模拟得到的峰值荷载对应挠度。
    下载: 导出CSV
  • [1] 李元齐, 马荣奎, 宋延勇, 等. 冷弯薄壁型钢螺钉连接抗剪性能试验研究[J]. 同济大学学报(自然科学版), 2013, 41(1): 11 − 19. doi: 10.3969/j.issn.0253-374x.2013.01.003

    Li Yuanqi, Ma Rongkui, Song Yanyong, et al. Experimental study on shear behavior of screw connections for cold-formed thin-walled steel structures [J]. Journal of Tongji University (Natural Science), 2013, 41(1): 11 − 19. (in Chinese) doi: 10.3969/j.issn.0253-374x.2013.01.003
    [2] 谢志强, 张爱林, 闫维明, 等. 薄壁钢板自冲铆接受剪性能及承载力计算方法研究[J]. 工程力学, 2020, 37(6): 234 − 245.

    Xie Zhiqiang, Zhang Ailin, Yan Weiming, et al. The shear behavior and calculation method of self-piercing riveted connections on thin-walled steel sheets [J]. Engineering Mechanics, 2020, 37(6): 234 − 245. (in Chinese)
    [3] 田稳苓, 温晓东, 彭佳斌, 等. 新型泡沫混凝土轻钢龙骨复合墙体抗剪承载力计算方法研究[J]. 工程力学, 2019, 36(9): 143 − 153.

    Tian Wenling, Wen Xiaodong, Peng Jiabin, et al. Study on shear strength analysis for a new type light steel-framed composite wall filled with foam concrete [J]. Engineering Mechanics, 2019, 36(9): 143 − 153. (in Chinese)
    [4] 石宇, 周绪红, 聂少锋, 等. 冷弯薄壁型钢结构住宅螺钉连接的抗剪性能试验研究[J]. 建筑结构学报, 2010, 31(增刊 1): 184 − 188.

    Shi Yu, Zhou Xuhong, Nie Shaofeng, et al. Experimental investigation on shear behavior of screw connections in cold-formed steel residential building [J]. Journal of Building Structures, 2010, 31(Suppl 1): 184 − 188. (in Chinese)
    [5] 郝际平, 刘斌, 邵大余, 等. 冷弯薄壁型钢结构体系中自攻螺钉连接的抗剪性能试验研究[J]. 西安建筑科技大学学报(自然科学版), 2014, 46(6): 769 − 773, 779.

    Hao Jiping, Liu Bin, Shao Dayu, et al. Experimental study on shear behavior of screw connections in cold-formed thin-wall steel structures [J]. Journal of Xi’an University of Architecture & Technology (Natural Science Edition), 2014, 46(6): 769 − 773, 779. (in Chinese)
    [6] Roy K, Lau H H, Ting T C, et al. Experiments and finite element modelling of screw pattern of self-drilling screw connections for high strength cold-formed steel [J]. Thin-Walled Structures, 2019, 145: 106393. doi: 10.1016/j.tws.2019.106393
    [7] Huynh M T, Pham C H, Hancock G J. Experimental behaviour and modelling of screwed connections of high strength sheet steels in shear [J]. Thin-Walled Structures, 2020, 146: 106357. doi: 10.1016/j.tws.2019.106357
    [8] Huynh M T, Pham C H, Hancock G J. Design of screwed connections in cold-formed steels in shear [J]. Thin-Walled Structures, 2020, 154: 106817. doi: 10.1016/j.tws.2020.106817
    [9] Moen C D, Padilla-Liano D A, Corner S, et al. Towards load-deformation models for screw-fastened cold-formed steel-to-steel shear connections [C]// 22nd International Specialty Conference on Cold-Formed Steel Structures. St. Louis, USA, 2014: 761 − 774.
    [10] 杜新喜, 蔡康毅, 袁焕鑫. 一种冷弯薄壁型钢翼缘波纹腹板箱梁[P]. CN: 209025313U, 2019-06-25.

    Du Xinxi, Cai Kangyi, Yuan Huanxin. A kind of box girder with cold-formed thin-walled steel flanges and corrugated webs [P]. CN: 209025313U, 2019-06-25.
    [11] 袁焕鑫, 吴杨威, 杜新喜. 一种冷弯薄壁型钢波纹腹板组合梁[P]. CN: 209145143U, 2019-07-23.

    Yuan Huanxin, Wu Yangwei, Du Xinxi. A kind of build-up beam with cold-formed thin-walled steel flanges and corrugated web [P]. CN: 209145143U, 2019-07-23.
    [12] ECCS TC7 TWG 7.10. The testing of connections with mechanical fasteners in steel sheeting and sections [M]. Portugal: European Convention for Constructional Steelwork (ECCS), 2009: 7 − 30.
    [13] GB/T 228.1−2010, 金属材料拉伸试验第1部分: 室温试验方法[S]. 北京: 中国标准出版社, 2011.

    GB/T 228.1−2010, Metallic materials – Tensile testing – Part 1: Method of test at room temperature [S]. Beijing: Standards Press of China, 2011. (in Chinese)
    [14] GB/T 15856.5−2002, 六角凸缘自钻自攻螺钉[S]. 北京: 中国标准出版社, 2002.

    GB/T 15856.5−2002, Hexagon washer head drilling screws with tapping screw thread [S]. Beijing: Standards Press of China, 2002. (in Chinese)
    [15] Johnson G R, Cook W H. Fracture characteristics of three metals subjected to various strains, strain rates, temperatures and pressures [J]. Engineering Fracture Mechanics, 1985, 21(1): 31 − 48. doi: 10.1016/0013-7944(85)90052-9
    [16] Bao Y, Wierzbicki T. On fracture locus in the equivalent strain and stress triaxiality space [J]. International Journal of Mechanical Sciences, 2004, 46(1): 81 − 98. doi: 10.1016/j.ijmecsci.2004.02.006
    [17] Hassanieh A, Valipour H R, Bradford M A. Experimental and analytical behaviour of steel-timber composite connections [J]. Construction and Building Materials, 2016, 118(5): 63 − 75.
    [18] GB 50018−2002, 冷弯薄壁型钢结构技术规范[S]. 北京: 中国计划出版社, 2002.

    GB 50018−2002, Technical code of cold-formed thin-wall steel structures [S]. Beijing: China Planning Press, 2002. (in Chinese)
    [19] JGJ 227−2011, 低层冷弯薄壁型钢房屋建筑技术规程[S]. 北京: 中国建筑工业出版社, 2011.

    JGJ 227−2011, Technical specification for low-rise cold-formed thin-walled steel buildings [S]. Beijing: China Architecture & Building Press, 2011. (in Chinese)
    [20] 吴杨威, 袁焕鑫, 杜雨珊, 等. 正弦波纹腹板-管翼缘冷弯薄壁钢箱梁受剪性能研究[J]. 太原理工大学学报, 2019, 50(6): 713 − 718.

    Wu Yangwei, Yuan Huanxin, Du Yushan, et al. Shear behavior of cold-formed steel box girders with sinusoidal corrugated webs and tubular flanges [J]. Journal of Taiyuan University of Technology, 2019, 50(6): 713 − 718. (in Chinese)
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  • 收稿日期:  2020-08-23
  • 修回日期:  2020-11-17
  • 网络出版日期:  2021-01-15
  • 刊出日期:  2021-09-13

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