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Current design practice of electric transmission tower is based on allowable stress design. But, it is difficult to find the reason for collapse of the transmission tower by the above design approach since the collapse occurred by secondary large deformations based on material and geometrical nonlinear behavior. The influence factor for the nonlinear behavior is mainly residual stress, initial imperfection and end restraints on members. In past study, necessity of the nonlinear analysis is examined through the comparison between elastic analysis and inelastic analysis. In this study, to reduce the complexity caused by the nonlinear analysis, a new analytical method (equivalent nonlinear analysis technic) is proposed. To confirm the reliability of the proposed, the computed ultimate load of transmission tower using the method was compared with that of the nonlinear finite method. Also, electric transmission tower experienced actual collapse in the past was analyzed by the proposed method and the cause of collapse was examined. Finally, the result of this study will be utilized in order to apply LRFD design approach to electric transmission tower design specification.
An experimental and analytical study was performed to apply the friction pendulum system(FPS) to main control room of nuclear power plant. A friction pendulum bearing was fabricated and dynamic response of the bearing was evaluated. A partial model of main control room attached FPS was tested on the shake table. The model consisted of a cabinet, access floor(2.3m x 2.3m) and 4 friction pendulum bearings. Artificial time history based on floor response spectrum of main control room was used as earthquake input signal in the test. Comparisons between analytical study and experimental study were conducted in order to verify the results as well as to extend the experimental study to the range of parameters which could not be experimentally studied.
A parametric finite element analysis (FEA) has been carried out on X-joints of longitudinal plate-to-circular hollow section (CHS) loaded by in-plane bending in this study. The finite element models have been validated through comparisons with previous test results of X-joints. The models were utilized with different parameters such as; plate width-to-chord diameter ratio (η), chord diameter-to-thickness ratio (2γ), utilization ratio (U or n), and yield strength of the chord (Fy). The design strengths of joints suggested by current design equations (AIJ 2002, AISC 2005, AISC 2011, CIDECT 2008 and KBC 2009) were compared with the results of the FEA. Following this, a modified new design resistance equation, based on the FEA results, was proposed to more accurately estimate the capacity of X-joints.
Current design practice of electric transmission tower is based on allowable stress design. Design strength of compression member of the electric transmission tower is determined by buckling strength of member itself without considering the joint strength. There is a possibility of joint failure prior to buckling of member. Therefore, in this study, joint strength is calculated for various member force, and shape of joint and database of strength was established. These data was compared with the member strength obtained from previous research based on equivalent nonlinear analysis technique. Finally, practical evaluation and design method to distinguish failure mode in member of electric transmission tower is proposed.