{"references": ["Xilin L, et al, \"Seismic behavior of interior RC beam-column joint with\nadditional bars under cyclic loading,\" Earthquakes and Structures, Vol.3,\nNo.1, 2012, pp.37-57.", "Sergio, M., Rene C., David, P. and Raul, M., \"Seismic Tests of Beamto-\nColumn Connections in a Precast Concrete Frame,\" PCI Journal,\nMay-June 2002, pp.70-89.", "Park, R., \"The FIB State-of-the-Art Report on the Seismic Design of\nPrecast Concrete Building Structure,\" 2003 Pacific Conference on\nEarthquake Engineering, Paper Number 011.", "Svetlana, B. and Teresa, G., \"Precast Concrete Construction, World\nHousing Encyclopedia,\" 2011", "Daniel, C., \"Finite Element Analysis of Precast Prestressed Beam-\nColumn Concrete Connection in Seismic Construction,\" Master's\nThesis, Department of Civil and Environmental Engineering, Chalmers\nUniversity of Technology., 2006.", "Lu, X., Urukap, T.H., Li, S. and Lin, F., \"Seismic Behavior of Interior\nRC Beam-Column Joints with Additional Bars under Cyclic Loading,\"\nEarthquakes and Structures, 2012, Vol.3, No.1, pp.37-57.", "Au, F.T.K., Huang, K. and Pam, H.J., \"Diagonally-Reinforced Beam\u2013\nColumn Joints Reinforced Under Cyclic Loading,\" Structures &\nBuildings, 158, Issue SB1, 2005, pp. 21\u201340.", "ACI Committee 318, 318-05/318R-05, \"Building Code Requirements\nfor Structural Concrete and Commentary,\" American Concrete Institute,\nFarmington Hills, MI., 2005.", "ACI Committee 352, 352R-02, \"Recommendation for Design of Beam-\nColumn Joints in Monolithic Reinforced Concrete Structures,\"\nAmerican Concrete Institute, Farmington Hills, MI., 2002.\n[10] ACI Committee 374, \"Acceptance Criteria for Moment Frames Based\non Structural Testing,\" T1.1-01/T1.1R-01, Farmington Hills, MI., 2001.\n[11] Hansapinyo, C. Pimanmas, A., Maekawa, K. and Chaisomphob, T.\n(2003) \"Proposed Model of Shear Deformation of Reinforced Concrete\nBeam after Diagonal Cracking,\" J. of Materials, Conc. Struct.,\nPavements. Vol.58 (Feb), No.725, pp.321-332.\n[12] Lee, J., Kim, J., and Oh, G., \"Strength Deterioration of Reinforced\nConcrete Beam-Column Joints Subjected to Cyclic Loading,\"\nEngineering Structure, Vol.31, 2009, pp.2070-2085.\n[13] Chopra, A. K., \"Theory and Applications to Earthquake Engineering:\nDynamic of Structure (Third Edition),\" Prentice Hall, Englewood Cliffs,\nNJ. 2000.\n[14] Park, R., Evaluation of Ductility of Structures and Structural\nAssemblages from Laboratory Testing, Bulletin of the New Zealand\nNational Society for Earthquake Engineering, 1989, Vol.22, No.3, pp.\n155-166."]}

Failure of typical seismic frames has been found by plastic hinge occurring on beams section near column faces. On the other hand, the seismic capacity of the frames can be enhanced if the plastic hinges of the beams are shifted away from the column faces. This paper presents detailing of reinforcements in the interior beam– column connections aiming to relocate the plastic hinge of reinforced concrete and precast concrete frames. Four specimens were tested under quasi-static cyclic load including two monolithic specimens and two precast specimens. For one monolithic specimen, typical seismic reinforcement was provided and considered as a reference specimen named M1. The other reinforced concrete frame M2 contained additional intermediate steel in the connection area compared with the specimen M1. For the precast specimens, embedded T-section steels in joint were provided, with and without diagonal bars in the connection area for specimen P1 and P2, respectively. The test results indicated the ductile failure with beam flexural failure in monolithic specimen M1 and the intermediate steel increased strength and improved joint performance of specimen M2. For the precast specimens, cracks generated at the end of the steel inserts. However, slipping of reinforcing steel lapped in top of the beams was seen before yielding of the main bars leading to the brittle failure. The diagonal bars in precast specimens P2 improved the connection stiffness and the energy dissipation capacity.