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rods where the damage concentrated at large drift levels. In this specimen, rotations exceeding 6%
were measured at the end of the test, as shown in Fig. 7.
SUMMARY AND CONCLUSIONS
Results from tests of four hybrid FRC-encased steel truss beam-RC column subassembhes are reported
in this paper Three connection details were evaluated for moment transfer in the connection region. 1)
use of beam longitudinal reinforcing bars passing through and epoxy-bonded to the RC column, 2) use
of beam longitudinal reinforcing bars combined with external steel reinforcement, and 3) use of only
external steel reinforcement for full moment transfer Experimental results indicate that connections
consisting of beam longitudinal reinforcement in combination with external reinforcement, or only
external steel rods, exhibit a stable response under large displacement reversals with good strength,
stiffness and energy dissipation capacity The use of external reinforcement in the beam region
adjacent to the RC column controlled the opening of a gap at the beam-column interface and allowed
the relocation of the beam plastic hinge away from the column face.
REFERENCES
American Concrete Institute, ACL (1999). Acceptance criteria for moment frames based on structural
testing. Report ACI1TG/T1 1-99
FEMA, Federal Emergency Management Agency (2000). Prestandard and commentary for the seismic
rehabilitation of buildings. FEiMA-356, Washington, B.C.
Khuntia, M., and Goei, S. C. (1998). FRC-encased steel joist composite beams under reversed cyclic
loading. ASCE Journal of Structural Engineering 124:10, 1115-1124.
Fig. 1 - Test Setup