軸方向圧縮力と2軸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 BIAXIAL BENDING MOMENT
  • 軸方向圧縮力と2軸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0.0・載荷方向45°とした場合
  • ジク ホウコウ アッシュクリョク ト 2ジク 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 0.0 ・ サイカ ホウコウ 45 ° ト シタ バアイ
  • In case of end bending moment ratio equal to 0.0 and loading direction equal to 45°
  • 材端曲げモーメント比0.0・載荷方向45°とした場合

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<p> A horizontal force applied to a moment-resisting frame will be resisted by the columns in a flexural manner. Since steel buildings have a space frame structure, columns are subjected to a biaxial bending moment under an axial force. In the ultimate limit state design, the recommendation compiled by AIJ is used as a reference for structural design. The Recommendation for the Plastic Design of Steel Structure mainly specifies the design formulae for members in the plane of the moment-resisting frame. Therefore, the bending moment around the axis parallel to the plate elements of the member and passing through the centroid of the cross-section is herein considered. Although the design rule for a column under biaxial bending is also provided, the design formula is specified by the interpolation between single-axis bending in both directions, and the validity of the formula is not well demonstrated. Moreover, a column that can guarantee the full plastic moment under the combined loading condition has not clearly been shown. Steel column testing in which a compressive axial force and biaxial bending moment are applied simultaneously was conducted in order to confirm the deformed shape, the maximum bending moment, and the plastic deformation capacity. The bending moment is applied only at one end, and the bending axis of the moment was rotated 45 degrees from the axis, which is parallel to the plate elements of the member and passes through the centroid of the cross-section. In the present study, the following results were obtained:</p><p> 1) In this test, although the strength of the columns under monotonic 45-degree loading was not determined by local buckling, the strength of most columns under cyclic 45-degree loading was determined by local buckling. As a result, in the case of monotonic loading, the horizontal deformation in the plane of bending was accelerated, and the second-order effect (Pδ moment) was more significant than the cyclic loading.</p><p> 2) The AIJ beam-column design formula provided overly conservative test results for a 45-degree loading direction, where the columns satisfied the frame stability requirements. The correlation equation for full plasticity proposed by Morris and the interaction equation proposed by Chen provided conservative results, except for columns under high compressive axial force for monotonic or cyclic loading. The correlation equation for full plasticity given in the AIJ recommendation provided conservative results for all of the columns.</p><p> 3) The dependence of the ductility on the loading direction was determined based on the maximum plastic deformation cθpmax, the cumulative plastic deformation Σcθpl, the plastic deformation corresponding to the maximum strength θpmax, and the plastic deformation corresponding to the ultimate state θpu. The performance for columns under a loading direction of 45 degrees was better than or equal to that for columns under a loading direction of 0 degrees.</p><p> 4) For columns under the 45-degree loading direction and satisfying the formula to form a plastic hinge, the plastic deformation capacity R was greater than 4.5. As a result, the limitation used for the columns so as to guarantee sufficient plastic deformation under a loading direction of 0 degrees can also be used for columns under a loading direction of 45 degrees.</p>

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