C形鋼トラス節点の性状について

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タイトル別名
  • 4) TRUSS JOINTS FOR WELDED TRUSSES USING C-SECTIONS
  • C カタコウ トラス セッテン ノ セイジョウ ニ ツイテ

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Results of experimensts on truss joints in light gauge steel structures are discussed in this paper. The truss joints tested were of a type in which two diagonals were welded directly to chords without gusset plates to make economical welded trusses with C-sections. The ends of the diagonals were prepared by sawing in one continuous operation and were attached by fillet welding to points on the inner surface of the C-section (i.e. across the contact surface of diagonal end with the chord flange and at points of contact btween the diagonal web and the chord lips). For comparison, some of these joints were reinforced with gusset plates of the smallest practictble size. In the case of the joints which were not reinforced, the flange portions of the chords were deformed locally in the vicinity of points of attachment of diagonals. Such local deformations resulted in what may. be called a loosening of the joints even when the stress in members whthin the elastic range of the material, and consequently the deflection of the trusses increased. When a greater load was applied those local deformations exhibited plastic behavior which could be readily observed. The main cause of collapse of the joints, however, was the yielding of the cross-section in members which sometimes accompanied the local buckling of the flange portions under bending stresses from eccentricity in the joints and axial stresses. Gusset plates were useful in stiffening joints against the local deformations but were of limited effect in improving the strength of the joints themselves. From these results, it is inferred that gusset plates in joints reduce the "Platten-like" deformations in flange portions of the joints, but do not prevent the flexural deformations in portions of the members located outside the joints. The average efficiency of the truss joints tested in this series of experiments was found to be ca. 45 per cent.

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