In this paper, the effects of beam splice location on seismic performance of column-tree connections were experimentally and analytically evaluated. The study results showed very little difference between the results of analytical and those of experimental.

By reducing the cross-sectional area of the splice plates, the weak-axis column-tree connections which plastic hinge was forced into the splice connection were proposed in this paper. The main objectives of this testing was to investigate the semi-rigid performance of weak-axis column-tree splice connection.

In this paper, the seismic performance of column-tree connections was experimentally evaluated, depending on location of plastic hinge. As a result, although two specimens were qualified for SMFs, beam-to-column connection and flange plate were detected the brittle fracture during 5% story drift ratio.

In this paper, in order to evaluate the seismic performance on semi-rigid column-tree type connections, the experimental results and the finite element analysis results were compared. As a results, both results were considerably similar.

In this study, the seismic performance of weak-axis column-tree moment resisting frame was experimentally investigated using RBS conception. As a result, two specimens were showed that enough energy dissipation and plastic rotation capacity. But bolt-slip didn’t happen anymore after story drift ratio of 3%.

In this study, the seismic performance of weak-axis steel moment connections was investigated through cyclic testing of two full-scale specimens by reducing flange plate thickness. As a result, two specimens were showed that enough energy dissipation capacity and ductility.

This paper presents analytical studies on the cyclic behavior of column-tree steel moment connections by FEA. The column-tree moment connections are composed shop welded beam-to-column connection and field bolted beam-to-beam splice. Two analytical model of column-tree moment connections were designed with beam splice lengths of 900mm and 1,100mm, which are roughly 1/6 and 1/7 of the span length of 7,500mm. In order to verify the FEA reliability, the analytical results was compared with experimental results. Meanwhile, the experimental results were understood better through analysis procedure.

For coupled shear walls, coupling beams are the first line of dissipation under earthquakes. So coupling beams are important energy dissipation component. When coupling beams have little depth-to-span ratio, routine coupling beams have less capacity of energy dissipation.There are less design methods for coupling beams with depth-to-span less than 2. In this paper a specimen with steel plate reinforcement coupling beam was designed and analyzed by means of FEM software ABAQUS.