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변근주,Byeon, Geun-Ju 한국건설안전협회 1995 建設 安全技術 Vol.15 No.-
다음은 지난 1월 24일 열린 ‘전문건설 신기술 세미나’에서 연세대 변근주 교수 (우리 협회 비상근전문위원)가 주제발표한 내용으로 이에 소개한다.
콘크리트 Rocker 받침과 받침附近의 破壞原因 및 그 對策
황학주,변근주 연세대학교 산업기술연구소 1974 논문집 Vol.5 No.1
The problem of large forces acting over limited contact areas of concrete is often encountered in design, e.g., steel base plates of stanchions over concrete footings: anchorages in post-tensioned concrete beams: concrete beams at bearings:concrete hinges:rockers. It is necessary that a reasonably accurate assesment of the bearing strength of concrete is made in the design, so that premature failure of the structure through failure in bearing is avoided. Unfortunately, the theory does not give an accurate expression for the bearing strength of concrete. This paper contains some experimental and empirical investigations on the concrete bearing strength and the failures at the bearings of concrete. And also, the author recommend the concrete rocker as the shoe structure of the reinforced concrete and prestressed concrete bridge. Therefore, the author looked for practical uses of the concrete rocker in the field of bridge construction.
邊根周,趙孝男,黃鶴周 연세대학교 대학원 1975 延世論叢 Vol.12 No.2
A Generalized formulation for the discrete optimum design of steel framed structures under the multiple constraints including member buckling constraints is presented as a successive binary programming problem using elastic analysis. This study is an extension of the previous research (reference 2) on discrete optimization of steel framed structures considering only the linear combined stress interaction formula which do not include the instability of each member. The design problem is the allocation of member sizes from a catalog of commercially available sections in such a way as to minimize the cost of a structure within the buckling constraints, working stress constraints and/or deflection constraints. A matrix set of nonlinear buckling constraints combined with working stress constraints is derived by the stiffness method, following the network-topological approach and incorporating the nonlinear working stress interaction formula of the AISC specifications based on the basic theory of column buckling, which is taken from the CRC column formula which, in turn, is derived from the Euler elastic buckling formula and the parabolic adaptation of inelastic buckling theory. This nonlinear constraint set is successively linearized using the Tailor series expansion. The linearized set of constraints is transformed into the constraint set of a successive binary programming problen. The binary objective function of the successive binary programming formulation for minimum cost design is obtained by associating estimated unit costs of sections with binary variables. A computer program is developed for the implementation of above formulation. From the results of design examples using this program, it has been concluded that in the discrete optimum design of steel framed structures the buckling constraints should be included and could be easily incorporated into the general frame work of the formulation, and yet it has the same level of efficiency as the previous research on discrete optimization which is formulated without considering instability.