• Journal of Korean Society of Steel Construction
• /
• v.23 no.5
• /
• pp.637-646
• /
• 2011

This study is related to the development of a design automation system for the construction design phase of steel structures. The system intended for beam splice friction connections using high-strength bolts. The standard design method and standardization principles that are suggested in the design manual for standard connections using high-strength bolts published by the Korean Society of Steel Construction(KSSC) were reviewed. A structural analysis algorithm was formulated from the review. A design automation system that can automatically calculate the structural design of connections and automatically generate the connection model without separate inputs was developed. To verify the validity of the developed system, its results were compared with the date in the table for the connection design in the Design Manual. The development system was also applied to the sample model. Then the structural design results were compared with the properties of the connection models and drawings created from the results.

• Journal of Korean Society of Steel Construction
• /
• v.26 no.2
• /
• pp.81-89
• /
• 2014

Investigation results on shear connections design procedure which is conducted in Korea show that there are many communication problems between structural engineer and detailer, and there are unnecessary work procedures. To solve conventional connection design procedure problems, improved shear connection design procedure is suggested. Most of suggested design procedure is controlled by structure engineer, and the introduction of connections standardization makes computer aided design possible. Standardized connection details are satisfied with structural safety and constructability, and it improves design efficiency. Many problems which are caused by conventional design procedure are fundamentally blocked by using suggested design procedure.

• Journal of the Earthquake Engineering Society of Korea
• /
• v.4 no.4
• /
• pp.73-81
• /
• 2000

본 연구에서는 용접 수평헌치로 보강된 철골 모멘트 접합부의 내진설계법을 제시하고자 한다. 최근의 실험결과에 의하면 보의 하부를 수평헌치로 용접하는 방안은 취약한 내진성능이 드러나 기존 철골 모멘트 접합부의 내진보강이나 내진성능이 뛰어난 건물의 구축에 매우 효과적임을 알 수 있다. 용점 삼각헌치로 보강된 접합부의 설계법은 최근에 미국의 연구자들에 의해 제시된 바가 있다. 그러나 이 설계법은 응력 전달 메커니즘이 상이한 수평헌티 접합부의 설계에는 적용될수 없다. 본 논문에서는 우선 수평헌치와 보의 상호작용 및 변형의 적합 조건을 고려하여 도출된 단순화된 해석적 응력전달 모형을 간략히 기술한다. 이를 기초로 수평헌치 접합부의 단계별 내진 설계절차를 제안한다. 아울러 헌티단부의 응력집중을 줄이는데 매우 효과적인 디테일도 제시하고자 한다.

• Proceedings of the Computational Structural Engineering Institute Conference
• /
• 2011.04a
• /
• pp.10-13
• /
• 2011

내진설계의 기본 개념은 보를 기둥보다 약하게 설계하여 보에 소성힌지를 발생시켜 구조물 전체의 큰 변형을 방지하는 것이다. ACI 352R-02에서는 지역의 지진특성에 따라서 접합부의 상세 설계법을 구분하여 적용한다. 하지만 보와 접합부의 내력 차이가 상대적으로 작게 설계된 구조물의 경우 탄성 범위를 유지해야 하는 경우의 접합부에도 파괴가 발생할 가능성이 있다. 횡하중이 작용할 때 접합부 내부는 전단력의 지배를 받게 되고, 전단내력과 부착내력에 따라서 파괴모드가 결정된다. 본 논문에서는 양방향 반복하중이 작용하는 10개의 보-기둥 접합부를 통해서 접합부와 인접보의 전단내력 차이에 따라서 발생하는 파괴모드를 관찰하고 접합부 내의 전단내력 및 부착내력의 감소로 인해 발생하는 부재의 연성에 대해서 관찰하였다.

• Journal of Welding and Joining
• /
• v.18 no.3
• /
• pp.1-4
• /
• 2000

• Journal of Korean Society of Steel Construction
• /
• v.22 no.5
• /
• pp.435-443
• /
• 2010

The current design practice of an electric transmission tower is based on the allowable stress design. Design strengths of the electric transmission tower's compression member are determined by buckling the strength of the member itself without considering joint strength. There is a possibility of a joint failure prior to the buckling of a member. Therefore, in this study, joint strength is calculated for various member forces, and the shape of joint and database of strength were established. These data was compared with the member strength obtained from previous research studies based on an equivalent nonlinear analysis technique. Finally, practical evaluation and design method to distinguish failure mode in an electric transmission tower member is proposed.

• Proceedings of the Korea Concrete Institute Conference
• /
• 2008.04a
• /
• pp.193-196
• /
• 2008

This paper proposes a method to predict the ductility capacity of reinforced concrete beam-column joints failing in shear after the formations of plastic hinges at both ends of the adjacent beams. The current design code divides joints into two categories: Type 1 for structures in non seismically hazard area and Type 2 in seismically hazard area. While there are many researches related to joint shear strength in Type 1, those in regard to joint ductility capacity of Type 2 are scarce. This paper classified the ductility capacity of beam-column joints into column, joint panel, and beam deformability. Since a brittle failure such as shear or bond failure in the columns must be avoided, column deformability was calculated by elastic analysis. The plastic hinges of the adjacent beams affect joint deformability. Therefore, the prediction of joint deformability was calculated with consideration to the degradation of the diagonally compressed concrete due to the strain penetration.

• Journal of Korean Society of Steel Construction
• /
• v.19 no.2
• /
• pp.201-210
• /
• 2007

Double-angle connections should be designed with enough stiffness and strength to properly resist various applied loads. Therefore, structural engineers should be able to predict some influential variables and take their effects into account in design. This study was performed to establish the effects of the number of bolts and bolt gage distance on the stiffness and strength of a double-angle connection under tension. Six experimental tests were conducted to describe the effects of these variables by comparing load-displacement relationship curves. In addition, two prediction models were proposed to estimate the initial stiffness and the maximum allowable tensile load based on the results of experimental tests. In the development of these prediction models, the effect of prying action was considered.

• Journal of Korean Society of Steel Construction
• /
• v.18 no.2
• /
• pp.123-135
• /
• 2006

This paper investigates the design equations and the strength behavior of the diaphragm for steel box beams and circular-column connections. The strength of the connection is decided by the strength of the diaphragm and the strength of the beam and the column, because the connection diaphragm supports the concentration forces from the box beam's lower flange. In previous researches, however, the calculation procedure of the diaphragm stress from the indeterminate curved-beam model is to complicated to apply in process of the equation. Moreover, no reasonable design has yet ben made because the diaphragm's effect on the strength of the connection has not ben considered. Therefore, through nonlinear FEM analysis of the connection diaphragm, this study examines the strength behavior of a connection with diaphragm details. In addition, a great difference is confirmed between the theoretical and analytic behaviors. Fi naly, considering the strength of the connection and the rigidity capacity of the diaphragm, the diaphragm design method is proposed.

• Journal of Korean Association for Spatial Structures
• /
• v.6 no.2 s.20
• /
• pp.85-92
• /
• 2006

Precast large panel structures have various connection system such as the horizontal slab-to-wall connection, the vertical wall to wall connection, horizontal slab-to-slab connection, etc. Horizontal connection is connected by vertical tie bars, and vertical joint is connected loop bars and shear keys. The basic function is equalized deformations on later forces and the entire wall panel assembly acts as monolithic actions. Under lateral load some slip occurs in almost vertical connections. The shape and detail of precast connections are very important to the monolithic behavior of overall structures. The paper is a study on the design method and new elasto-plastic analysis of the connections by rigid-bodies spring model.