Tests and analyses of a full-scale post-tensioned RCS frame subassembly

Chou, Chung‐Che; Chen, Jun-Hen

doi:10.1016/j.jcsr.2010.04.013

Cited by 52 publications

(25 citation statements)

References 19 publications

(49 reference statements)

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“…A finite element model of composite frames was developed using shell elements (Bursi et al, 2005). An experimental model was used to evaluate the strength deterioration and damage propagation of RCS connections (Chou and Chen, 2010). Sustained damage to RCS connection in high seismic risk zoneswas investigated (Montesinos et al, 2003).…”

Section: Introductionmentioning

confidence: 99%

Numerical Analysis of the Composite Connection of Steel Joist Embedded in Concrete Girder

Abasalizadeh¹,

Farzam²,

Sadaghian³

2017

JMSS

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So far, numerous numerical studies have been conducted on the behavior of Composite Reinforced Concrete-Steel (RCS) beam-to-column connections. However, the lack of studies regarding the steel joist-concrete girder connection has yet to be addressed through comprehensive finite element methods to get an understanding of influential parameters. Hence, in this paper, composite connection of embedded steel joist in concrete girder is investigated with an appropriate finite element software, namely, ABAQUS. The validity of the proposed model is examined by the comparison made with the test data in literature. Results indicate that maximum bending capacity of the connection is achieved when embedment ratio is 1.78. Moreover, double web angles in the embedment region significantly reduce the embedment length required to achieve the maximum bending capacity. Finally, damage analyses show that bending capacity of concrete girder is slightly reduced in the connection zone.

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Section: Introductionmentioning

confidence: 99%

Numerical Analysis of the Composite Connection of Steel Joist Embedded in Concrete Girder

Abasalizadeh¹,

Farzam²,

Sadaghian³

2017

JMSS

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“…Subsequent research on ''hybrid'' precast structural systems brought other forms of dissipators, including tension-only mild steel devices [6], external mounted mild steel devices [7,8], lead-based damping devices [9,10], and friction-based devices on the top and bottom surfaces of the beam ends [11]. More recently, Chou and Chen [12] conducted full-scale cyclic tests on a one-story two-bay post-tensioned reinforced concrete steel (RCS) frame subassembly with reduced flange plates and demonstrated the excellent self-centering capacity of the PT frames. Shake table tests [13] on a 0.4-scale one-story, two-by-two bay post-tensioned concretefilled tube (CFT) frame subassembly further confirmed the large deformation and self-centering ability of the PT frame systems.…”

Section: Introductionmentioning

confidence: 99%

Experimental study of a self-centering prestressed concrete frame subassembly

Song

Guo

et al. 2015

Engineering Structures

103

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“…Many researchers have experimentally validated a Flag-Shaped (FS) hysteresis of the PT connection with good energy dissipation added to the postyield range as well as negligible stiffness and strength degradation [3][4][5][6][7][8][9]. More recently, large-scale steel SC frame tests demonstrated good FS responses [10][11][12]. Beam buckling, which is a major mechanism for dissipating seismic energy in the MRF, was completely eliminated in the SC frame even after several cyclic loading tests [11,12].…”

Section: Introductionmentioning

confidence: 99%

“…More recently, large-scale steel SC frame tests demonstrated good FS responses [10][11][12]. Beam buckling, which is a major mechanism for dissipating seismic energy in the MRF, was completely eliminated in the SC frame even after several cyclic loading tests [11,12].…”

Section: Introductionmentioning

confidence: 99%