Truss Model for 3‐D Behavior of R.C. Exterior Connections
Publication: Journal of Structural Engineering
Volume 116, Issue 2
Abstract
The inelastic behavior of tee‐beam sections at exterior reinforced concrete beam‐column connections subjected to earthquake loading is investigated using a three‐dimensional truss analog. This model accounts for the spatial characteristics of the response of connections, including effects of flexible transverse beams. In the analysis, longitudinal and transverse beams are modeled by line elements, and the slab is modeled by a truss connecting the longitudinal and transverse beams. The analytical model indicates that the behavior of the longitudinal beam is strongly influenced by flexural and torsional deformations in the spandrel beams. Computed results are compared to experimental results.
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References
1.
ACI Committee 318. (1983). “Commentary on building code requirements for reinforced concrete.” ACI 318–83, Amer. Concr. Inst., Detroit, Mich.
2.
Ehsani, M. R., and Wight, J. K. (1982). “Behavior of external reinforced concrete beam to column connections subjected to earthquake type loading.” Report No. UMEE‐82R5, Dept. of Civ. Engrg., Univ. of Michigan, Ann Arbor, Mich.
3.
French, C. W., and Boroojerdi, A. (1986). “T‐beam effect in structures subjected to lateral loading.” Proc., 3rd U.S. Int. Conf. on Earthquake Engrg., II, Charleston, S.C., 1191–1202.
4.
Hsu, T. T. C. (1982). Torsion of reinforced concrete. Von Nostrand Reinhold.
5.
Kiureghian, S. (1983). “Hysteretic behavior of R/C exterior beam‐column‐slab subassembly.” CE299 Report, Dept. of Civ. Engrg., Univ. of California, Berkeley, Calif.
6.
Lampert, P. (1973). “Postcracking stiffness of reinforced concrete beams in torsion and bending.” Analysis of structural systems for torsion, SP 35‐12, Amer. Concr. Inst., Detroit, Mich.
7.
Mondkar, D. P., and Powell, G. H. (1973a). “Static and dynamic analysis of nonlinear structures.” Report No. UCB/EERC 75–10, Earthquake Engrg. Res. Center, Univ. of California, Berkeley, Calif.
8.
Mondkar, D. P., and Powell, G. H. (1973b). “ANSR‐I: A general purpose program for analysis of nonlinear structural response.” Report No. UCB/EERC 75–37, Earthquake Engrg. Res. Center, Univ. of California, Berkeley, Calif.
9.
Pantazopoulou, S. J. (1987). “Three‐dimensional aspects of the behavior of R/C structures subjected to earthquakes.” Thesis submitted to the University of California, at Berkeley, Calif., in partial fulfillment of the requirements for the degree of Doctor of Philosophy.
10.
Pantazopoulou, S. J., Moehle, J. P., and Shahrooz, B. M. (1988). “Simple model for the effect of slabs on beam strength.” J. Struct. Engrg., ASCE, 114(7), 1507–1523.
11.
Qi, X. (1986). “The behavior of a R/C slab‐column subassemblage under lateral load reversals.” CE299 Report, Struct. Engrg. and Struct. Mech., Dept. of Civ. Engrg., Univ. of California, Berkeley, Calif.
12.
U.S. Members of JTCC (Joint Technical Coordinating Committee: Group on R.C. Structures). (1988). “U.S.‐Japan research: seismic design implications.” J. Struct. Engrg., ASCE, 114(9), 2000–2016.
13.
Vecchio, F., and Collins, M. P. (1982). “The response of reinforced concrete to inplane shear and normal stresses.” Report No. 82–03, Dept. of Civ. Engrg., Univ. of Toronto, Toronto, Canada.
14.
Zerbe, H. E., and Durrani, A. J. (1985). “Effect of a slab on the behavior of exterior beam to column connections.” Report No. 30, Dept. of Civ. Engrg., Rice Univ., Houston, Tex.
Information & Authors
Information
Published In
Journal of Structural Engineering
Volume 116 • Issue 2 • February 1990
Pages: 298 - 315
Copyright
Copyright © 1990 ASCE.
History
Published online: Feb 1, 1990
Published in print: Feb 1990
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