軸方向圧縮力と単調複曲率曲げモーメントを受ける角形鋼管柱の実験的研究

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書誌事項

タイトル別名
  • EXPERIMENTAL STUDY ON SQUARE STEEL TUBULAR COLUMNS UNDER COMPRESSIVE AXIAL FORCE WITH MONOTONIC DOUBLE CURVATURE BENDING MOMENT
  • 軸方向圧縮力と単調複曲率曲げモーメントを受ける角形鋼管柱の実験的研究 : 材端曲げモーメント比を0.5とした場合
  • ジク ホウコウ アッシュクリョク ト タンチョウフクキョクリツ マゲ モーメント オ ウケル カクガタ コウカン チュウ ノ ジッケンテキ ケンキュウ : ザイ タン マゲ モーメントヒ オ 0.5 ト シタ バアイ
  • 材端曲げモーメント比を0.5とした場合
  • In case of end bending moment ratio equal to 0.5

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抄録

 In Japan, square steel tubular columns are widely used. When the building is under a seismic action, columns will be subjected to axial force with double curvature bending moment. Therefore, it is important to design the column under these combined loading in the ultimate limit state to guarantee the safety. Recommendation for Limit State Design of Steel Structure (LSD) and Recommendation for the Plastic Design of Steel Structures specify the requirements for column to guarantee sufficient strength and ductility. The plastic deformation capacity of the column that is subjected to compressive axial force with one end monotonic bending moment is ensured more than 3 by LSD. However, deformation capacity of the column that are subjected to compressive axial force with monotonic double curvature bending moment is not shown clearly. Test results that can confirm the appropriateness of LSD requirements for square steel tubular column are limited. It is necessary to gather more data of maximum strength, deformation capacity, and elasto-plastic behavior of square steel tubular columns by testing. Moreover, column that is subjected to compressive axial force is important to take into account second-order effects.<br> In this study, testing where axial force with monotonic double curvature bending moment (end bending moment ratio equal to 0.5) are applied to the columns simultaneously are conducted. Maximum bending moment, plastic deformation capacity, and second-order effect that will be caused by Pδ moment were evaluated from the test results. Comparison between LSD requirements and test results were also shown.<br> From the test results, followings are found.<br> 1) Two types of collapse mechanism are confirmed.<br> i) Local buckling occurred at one end of the column determined the ultimate state and deformation capacity.<br> ii) Pδ moment determined the moment capacity at the loading point; increment of the bending deflection determined the ultimate state. Local buckling was not observed during the testing.<br> 2) When the value of ny·λc02 is greater than 0.20, second-order effects determined the plastic deformation capacity. Plastic deformation capacity R of the columns that were determined by Pδ moment had a linear relation between ny·λc02. When the value of ny·λc02 is smaller than 0.17, plastic hinge was formed at the end of the column and determined the collapse mechanism. Nominal width-to-thickness ratio equals to 20.8 that was used in the testing had a plastic deformation capacity around 4.0 when it was determined by local buckling collapse.<br> 3) Plastic deformation capacity greater than 3 were observed even if the current LSD limitation was not satisfied. However, from the point of view of collapse mechanism, LSD limitation can form a plastic hinge at the end of the column which is expected in design.<br> 4) Even if moment amplification factor calculated by LSD is 1.0, the location of the maximum moment may appear in the middle of the column. i) ii)

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