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<p>The column ends’ stiffness is released due to the connection to corner foot joints by bolts or nesting. It makes the actual effective length factor <i>μ</i> of this column higher than the calculated value <i>μ</i><sub><i>0</i></sub> according to equations in existing standards and codes. A correction factor <i>γ</i> is proposed and multiplied by <i>μ</i><sub><i>0</i></sub>. The factor <i>β</i> describes the relative flexural stiffness of each column end. Based on elastic buckling analysis of 2156 sidesway uninhibited columns and 2475 sidesway inhibited columns with different <i>β</i> values, relations between <i>γ</i>, <i>β</i>, the flexural stiffness ratio between beams and columns in each end (<i>K</i><sub><i>1</i></sub> and <i>K</i><sub><i>2</i></sub>) are fitted as equations. The high accuracy of these equations has been proven by the coefficient of determination (<i>r</i><sup>2</sup>) and the root mean square error (<i>RMSE</i>). Furthermore, the end connection can be treated as rigid when the flexural stiffness of the column ends is no less than 80&#xa0;times the flexural stiffness per unit length of column <i>i</i><sub><i>c</i></sub> for sidesway uninhibited columns, or 200<i>i</i><sub><i>c</i></sub> for sidesway inhibited columns.</p>

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Effective Length Factor of Flexural Stiffness Released Columns in Sidesway Uninhibited and Inhibited Frames

  • 期刊论文

  • 发表日期：

    2026年1月19日

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  • He Zhang,
  • Kun Wang,
  • Junfeng Jia,
  • Liang Cai,
  • Zhongqi Wu,
  • Lei Zhang,
  • Jiachao Liu

摘要

The column ends’ stiffness is released due to the connection to corner foot joints by bolts or nesting. It makes the actual effective length factor μ of this column higher than the calculated value μ0 according to equations in existing standards and codes. A correction factor γ is proposed and multiplied by μ0. The factor β describes the relative flexural stiffness of each column end. Based on elastic buckling analysis of 2156 sidesway uninhibited columns and 2475 sidesway inhibited columns with different β values, relations between γ, β, the flexural stiffness ratio between beams and columns in each end (K1 and K2) are fitted as equations. The high accuracy of these equations has been proven by the coefficient of determination (r2) and the root mean square error (RMSE). Furthermore, the end connection can be treated as rigid when the flexural stiffness of the column ends is no less than 80 times the flexural stiffness per unit length of column ic for sidesway uninhibited columns, or 200ic for sidesway inhibited columns.