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A platform for research: civil engineering, architecture and urbanism
COLUMN BEAM CONNECTION STRUCTURE
To prevent the occurrence of inconvenience in which a gap between a diaphragm of a steel column and a backing metal on the side of an H-shaped beam exceeds an allowable range while eliminating the need for upward welding of high difficulty at an erection site.SOLUTION: In a manufacturing process of an H-beam 2, a pre-attached backing metal 23 inserted into a notch groove 22B formed at a web upper end of a beam-end part 2A and welded and joined to a lower surface side of an upper flange 20 has a flange-width-direction length L1 set to be longer than the thickness t1 at an upper end of a web 22 including a remaining part 22Da of a fillet 22D that remains on both sides of the web 22 after forming the notch groove but shorter than the flange-width of the upper flange 20, and in an erection process, a pair of post-attached backing metal 24 for column-beam welding, which is positioned and temporarily welded to both ends in the flange-width-direction on the lower surface side of the upper flange 20 in alignment with the flange-width-direction, is set to have the flange-width-direction length L2 is set to a length from the flange-width-direction end of the pre-attached backing metal 23 to the flange-width-direction end of the upper flange 20.SELECTED DRAWING: Figure 4
【課題】建方現場での難易度の高い上向き溶接を不要にしながら、鉄骨柱のダイアフラムとＨ形梁側の裏当て金との隙間が許容範囲を超える不都合の発生を防止する。【解決手段】Ｈ形梁２の製作工程において、梁端部２Ａのウェブ上端に形成された切欠溝２２Ｂに差し込まれて上フランジ２０の下面側に溶接接合される先付け裏当て金２３は、フランジ幅方向の長さＬ１が、切欠溝形成後にウェブ２２の両側部に残るフィレット２２Ｄの残存部２２Ｄａを含むウェブ２２の上端部での厚さｔ１よりは長く、かつ、上フランジ２０のフランジ幅よりは短い長さに設定され、建方工程において、上フランジ２０の下面側のフランジ幅方向両端側に位置合わせして仮止め溶接される柱梁溶接用の一対の後付け裏当て金２４は、フランジ幅方向の長さＬ２が、先付け裏当て金２３のフランジ幅方向の端部から上フランジ２０のフランジ幅方向の端部にわたる長さに設定されている。【選択図】図４
COLUMN BEAM CONNECTION STRUCTURE
To prevent the occurrence of inconvenience in which a gap between a diaphragm of a steel column and a backing metal on the side of an H-shaped beam exceeds an allowable range while eliminating the need for upward welding of high difficulty at an erection site.SOLUTION: In a manufacturing process of an H-beam 2, a pre-attached backing metal 23 inserted into a notch groove 22B formed at a web upper end of a beam-end part 2A and welded and joined to a lower surface side of an upper flange 20 has a flange-width-direction length L1 set to be longer than the thickness t1 at an upper end of a web 22 including a remaining part 22Da of a fillet 22D that remains on both sides of the web 22 after forming the notch groove but shorter than the flange-width of the upper flange 20, and in an erection process, a pair of post-attached backing metal 24 for column-beam welding, which is positioned and temporarily welded to both ends in the flange-width-direction on the lower surface side of the upper flange 20 in alignment with the flange-width-direction, is set to have the flange-width-direction length L2 is set to a length from the flange-width-direction end of the pre-attached backing metal 23 to the flange-width-direction end of the upper flange 20.SELECTED DRAWING: Figure 4
【課題】建方現場での難易度の高い上向き溶接を不要にしながら、鉄骨柱のダイアフラムとＨ形梁側の裏当て金との隙間が許容範囲を超える不都合の発生を防止する。【解決手段】Ｈ形梁２の製作工程において、梁端部２Ａのウェブ上端に形成された切欠溝２２Ｂに差し込まれて上フランジ２０の下面側に溶接接合される先付け裏当て金２３は、フランジ幅方向の長さＬ１が、切欠溝形成後にウェブ２２の両側部に残るフィレット２２Ｄの残存部２２Ｄａを含むウェブ２２の上端部での厚さｔ１よりは長く、かつ、上フランジ２０のフランジ幅よりは短い長さに設定され、建方工程において、上フランジ２０の下面側のフランジ幅方向両端側に位置合わせして仮止め溶接される柱梁溶接用の一対の後付け裏当て金２４は、フランジ幅方向の長さＬ２が、先付け裏当て金２３のフランジ幅方向の端部から上フランジ２０のフランジ幅方向の端部にわたる長さに設定されている。【選択図】図４
COLUMN BEAM CONNECTION STRUCTURE
柱梁接合構造
SHIMONO KOICHI (author) / ISHIHARA KIYOTAKA (author) / USAMI TORU (author) / ONO YOSHINOBU (author)
2022-06-03
Patent
Electronic Resource
Japanese
IPC:
E04B
Allgemeine Baukonstruktionen
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GENERAL BUILDING CONSTRUCTIONS