鉄骨梁端部に位置する高力ボルト摩擦接合部の弾塑性性状

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In a new structure employing reinforced concrete column-to-steel H-shaped beams connections and a new method using extended horizontal diaphragms and haunched beams to prevent brittle fracture, the high strength bolted friction joint exists substantially at the beam end. The ordinary bolted connection is designed with two connection coefficients, α_y and α_u. α_y ensures beam yielding prior to a bolt slipping with a value of 1.0. α_u ensures adequate deformability with a value of 1.25 or 1.35 for a steel grade of SS400, where strain hardening is neglected due to its location far from a column face. However, α_u should consider strain hardening as in a welded connection when a bolted connection is introduced into the critical region. Therefore, eight specimens were statically-cyclically loaded in order to clarify the applicability of the ordinary design method to such a bolted connection. The test results indicated the following, a) The same design philosophy is applicable to the bolted connection introduced into the critical position as a welded connection. However, α_y needs to be 1.06 to 1.09 of moment gradient of the connection for ensuring of a first beam yielding, and au can be set 1.35 less than the value used for the welded connection, b) The ordinary formula can predict initial stiffness, yield strength, slip strength and local buckling of the specimens. However, the calculated maximum strength is smaller than the test value.
社団法人日本建築学会の論文
2003-04-30

鉄骨梁端部に位置する高力ボルト摩擦接合部の弾塑性性状

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