Relocation of Plastic Hinge of Interior Beam-Column Connections with Intermediate Bars in Reinforced Concrete and T-Section Steel Inserts in Precast Concrete Frames
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.
[1] Xilin L, et al, “Seismic behavior of interior RC beam-column joint with
additional bars under cyclic loading,” Earthquakes and Structures, Vol.3,
No.1, 2012, pp.37-57.
[2] Sergio, M., Rene C., David, P. and Raul, M., “Seismic Tests of Beamto-
Column Connections in a Precast Concrete Frame,” PCI Journal,
May-June 2002, pp.70-89.
[3] Park, R., “The FIB State-of-the-Art Report on the Seismic Design of
Precast Concrete Building Structure,” 2003 Pacific Conference on
Earthquake Engineering, Paper Number 011.
[4] Svetlana, B. and Teresa, G., “Precast Concrete Construction, World
Housing Encyclopedia,” 2011
[5] Daniel, C., “Finite Element Analysis of Precast Prestressed Beam-
Column Concrete Connection in Seismic Construction,” Master’s
Thesis, Department of Civil and Environmental Engineering, Chalmers
University of Technology., 2006.
[6] Lu, X., Urukap, T.H., Li, S. and Lin, F., “Seismic Behavior of Interior
RC Beam-Column Joints with Additional Bars under Cyclic Loading,”
Earthquakes and Structures, 2012, Vol.3, No.1, pp.37-57.
[7] Au, F.T.K., Huang, K. and Pam, H.J., “Diagonally-Reinforced Beam–
Column Joints Reinforced Under Cyclic Loading,” Structures &
Buildings, 158, Issue SB1, 2005, pp. 21–40.
[8] ACI Committee 318, 318-05/318R-05, “Building Code Requirements
for Structural Concrete and Commentary,” American Concrete Institute,
Farmington Hills, MI., 2005.
[9] ACI Committee 352, 352R-02, “Recommendation for Design of Beam-
Column Joints in Monolithic Reinforced Concrete Structures,”
American Concrete Institute, Farmington Hills, MI., 2002.
[10] ACI Committee 374, “Acceptance Criteria for Moment Frames Based
on Structural Testing,” T1.1-01/T1.1R-01, Farmington Hills, MI., 2001.
[11] Hansapinyo, C. Pimanmas, A., Maekawa, K. and Chaisomphob, T.
(2003) "Proposed Model of Shear Deformation of Reinforced Concrete
Beam after Diagonal Cracking," J. of Materials, Conc. Struct.,
Pavements. Vol.58 (Feb), No.725, pp.321-332.
[12] Lee, J., Kim, J., and Oh, G., “Strength Deterioration of Reinforced
Concrete Beam-Column Joints Subjected to Cyclic Loading,”
Engineering Structure, Vol.31, 2009, pp.2070-2085.
[13] Chopra, A. K., “Theory and Applications to Earthquake Engineering:
Dynamic of Structure (Third Edition),” Prentice Hall, Englewood Cliffs,
NJ. 2000.
[14] Park, R., Evaluation of Ductility of Structures and Structural
Assemblages from Laboratory Testing, Bulletin of the New Zealand
National Society for Earthquake Engineering, 1989, Vol.22, No.3, pp.
155-166.
[1] Xilin L, et al, “Seismic behavior of interior RC beam-column joint with
additional bars under cyclic loading,” Earthquakes and Structures, Vol.3,
No.1, 2012, pp.37-57.
[2] Sergio, M., Rene C., David, P. and Raul, M., “Seismic Tests of Beamto-
Column Connections in a Precast Concrete Frame,” PCI Journal,
May-June 2002, pp.70-89.
[3] Park, R., “The FIB State-of-the-Art Report on the Seismic Design of
Precast Concrete Building Structure,” 2003 Pacific Conference on
Earthquake Engineering, Paper Number 011.
[4] Svetlana, B. and Teresa, G., “Precast Concrete Construction, World
Housing Encyclopedia,” 2011
[5] Daniel, C., “Finite Element Analysis of Precast Prestressed Beam-
Column Concrete Connection in Seismic Construction,” Master’s
Thesis, Department of Civil and Environmental Engineering, Chalmers
University of Technology., 2006.
[6] Lu, X., Urukap, T.H., Li, S. and Lin, F., “Seismic Behavior of Interior
RC Beam-Column Joints with Additional Bars under Cyclic Loading,”
Earthquakes and Structures, 2012, Vol.3, No.1, pp.37-57.
[7] Au, F.T.K., Huang, K. and Pam, H.J., “Diagonally-Reinforced Beam–
Column Joints Reinforced Under Cyclic Loading,” Structures &
Buildings, 158, Issue SB1, 2005, pp. 21–40.
[8] ACI Committee 318, 318-05/318R-05, “Building Code Requirements
for Structural Concrete and Commentary,” American Concrete Institute,
Farmington Hills, MI., 2005.
[9] ACI Committee 352, 352R-02, “Recommendation for Design of Beam-
Column Joints in Monolithic Reinforced Concrete Structures,”
American Concrete Institute, Farmington Hills, MI., 2002.
[10] ACI Committee 374, “Acceptance Criteria for Moment Frames Based
on Structural Testing,” T1.1-01/T1.1R-01, Farmington Hills, MI., 2001.
[11] Hansapinyo, C. Pimanmas, A., Maekawa, K. and Chaisomphob, T.
(2003) "Proposed Model of Shear Deformation of Reinforced Concrete
Beam after Diagonal Cracking," J. of Materials, Conc. Struct.,
Pavements. Vol.58 (Feb), No.725, pp.321-332.
[12] Lee, J., Kim, J., and Oh, G., “Strength Deterioration of Reinforced
Concrete Beam-Column Joints Subjected to Cyclic Loading,”
Engineering Structure, Vol.31, 2009, pp.2070-2085.
[13] Chopra, A. K., “Theory and Applications to Earthquake Engineering:
Dynamic of Structure (Third Edition),” Prentice Hall, Englewood Cliffs,
NJ. 2000.
[14] Park, R., Evaluation of Ductility of Structures and Structural
Assemblages from Laboratory Testing, Bulletin of the New Zealand
National Society for Earthquake Engineering, 1989, Vol.22, No.3, pp.
155-166.
@article{"International Journal of Architectural, Civil and Construction Sciences:69962", author = "P. Wongmatar and C. Hansapinyo and C. Buachart", title = "Relocation of Plastic Hinge of Interior Beam-Column Connections with Intermediate Bars in Reinforced Concrete and T-Section Steel Inserts in Precast Concrete Frames", abstract = "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.", keywords = "Relocation, Plastic hinge, Intermediate bar, Tsection
steel, Precast concrete frame.", volume = "9", number = "5", pages = "607-9", }