Model for Predicting Cyclic Behavior of Reinforcing Steel
Publication: Journal of Structural Engineering
Volume 121, Issue 3
Abstract
The theoretical relations between the tension and compression stress-strain curves of ductile metals in the natural coordinate system are presented. In addition, a macroscopic model is formulated to predict the cyclic stress-strain behavior of reinforcing steel. The model is based on the natural coordinate system and represents the Bauschinger effect by a simple expression. It also considers the reduction of the unloading modulus with the plastic strain. Furthermore, the reduction of the ultimate tensile strain is taken solely as a function of the maximum compressive strain when the number of cycles is small enough to ignore the effects of low-cycle fatigue. Data collected from tests on New Zealand manufactured steel grades 300 and 430 were used in the calibration of the model. It is shown that the shape of the Bauschinger effect is dependent on the chemical composition of the steel. It is proposed that a generalization of the calibrated model for use in other reinforcing steel types may be possible by considering the carbon content as a variable.
Get full access to this article
View all available purchase options and get full access to this article.
References
1.
Abel, A. (1987). “Historical perspectives and some of the main features of the Bauschinger effect.”Mat. Forum 10(1), 11–26.
2.
Aktan, A. E., Karlsson, B. I., and Sozen, M. A. (1973). “Stress-strain relationships of reinforcing bars subjected to large strain reversals.”Struct. Res. Ser. No. 397, Univ. of Illinois at Urbana-Champaign, Ill.
3.
Bate, P. S., and Wilson, D. V.(1986). “Analysis of the Bauschinger effect.”Acta Metal., 34(6), 1097–1105.
4.
Bauschinger, J. (1887). “Variations in the elastic limit of iron and steel [summarized translation from “Mittheilungen aus dem Mechanischen Technischen Laboratorium der k. Hochschule in München].”J. Iron and Steel Inst., Vol. 1, 442–444.
5.
Comité Euro-International du Béton. (1983). “Response of R.C. critical regions under large amplitude reversed actions.”Bulletin D`Information No. 161, Comité Euro-International du Béton, Lausanne, Switzerland.
6.
Dodd, L. L., and Cooke, N. (1992). “The dynamic behaviour of reinforced-concrete bridge piers subjected to New Zealand seismicity.”Res. Rep. 92-04, Dept. of Civ. Engrg., Univ. of Canterbury, Christchurch, New Zealand.
7.
Kato, B. (1979). “Mechanical properties of steel under load cycles idealizing seismic actions.”Bulletin D'Information 131, Comité Euro-International du Béton, Paris, France, 7–27.
8.
Leslie, P. D. (1974). “Ductility of reinforced concrete bridge piers.”ME Rep., Dept. of Civ. Engrg., Univ. of Canterbury, Christchurch, New Zealand.
9.
Ma, S., Bertero, V. V., and Popov, E. P. (1976). “Experimental and analytical studies on the hysteretic behavior of reinforced concrete rectangular and T-beams.”Rep. No. EERC 76-2, Univ. of California, Berkeley, Calif.
10.
Mander J. B., Priestley, M. J. N., and Park, R. (1984). “Seismic design of bridge piers.”Res. Rep. 84-2, Dept. of Civ. Engrg., Univ. of Canterbury, Christchurch, New Zealand.
11.
Menegotto, E., and Pinto, P. E. (1973). “Method of analysis for cyclically loaded R.C. frames including changes in geometry and non-elastic behavior of elements under combined normal force and bending.”IABSE Rep. No. 13, Int. Assoc. for Bridge and Struct. Engrg. (IABSE), Lisbon, Portugal, 15–22.
12.
Nádai, A. (1950). Theory of flow and fracture of solids, 2nd Ed., Vol. 1, McGraw-Hill Book Co., Inc., New York, N.Y.
13.
Polakowski, N. H. (1951). “Softening of metals during cold-working.”J. Iron and Steel Inst., London, England, Vol. 169, 337–346.
14.
Restrepo-Posada, J. I., Park, R., and Buchanan A. H. (1993). “Seismic behaviour of connections between precast concrete elements of moment resisting frames.”Res. Rep. 93-3, Dept. of Civ. Engrg., Univ. of Canterbury, Christchurch, New Zealand.
15.
Restrepo-Posada, J. I., Dodd, L. L., Park, R., and Cooke, N.(1994). “Variables affecting cyclic behavior of reinforcing steel.”J. Struct. Engrg., ASCE, 120(11), 3178–3196.
16.
“Rolled steel bars for the reinforcement of concrete.” (1973). Provisional New Zealand Standard NZS 3402P, Standards Association of New Zealand, Wellington, New Zealand.
17.
Spurr, D. D., and Paulay, T. (1984). “Post-elastic behaviour of reinforced concrete frame-wall components and assemblages subjected to simulated seismic loading.”Res. Rep. 84-19, Dept. of Civ. Engrg., Univ. of Canterbury, Christchurch, New Zealand.
18.
“Standards for Deformed Steel Bars A615-68, A616-68, and A617-68.” (1968). Annual Book of ASTM Standards. ASTM, Philadelphia, Pa.
19.
Stanton, J. F., and McNiven, H. D. (1979). “The development of a mathematical model to predict the flexural response of reinforced concrete beams to cyclic loads, using system identification.”Rep. No. EERC 79-02, Univ. of California, Berkeley, Calif.
20.
“Steel bars for the reinforcement of concrete.” (1989). New Zealand Standard NZS 3402, Standards Association of New Zealand, Wellington, New Zealand.
21.
Thompson, K. J., and Park, R.(1978). “Stress-strain model for grade 275 reinforcing steel with cyclic loading.”Bull. New Zealand Nat. Soc. for Earthquake Engrg., Waikanae, New Zealand, 11(2), 101–109.
22.
Wilson, D. V., and Bate, P. S.(1986). “Reversibility in the work hardening of spheroidised steels.”Acta Metal., 34(6), 1107–1120.
Information & Authors
Information
Published In
Journal of Structural Engineering
Volume 121 • Issue 3 • March 1995
Pages: 433 - 445
Copyright
Copyright © 1995 American Society of Civil Engineers.
History
Published online: Mar 1, 1995
Published in print: Mar 1995
Authors
Metrics & Citations
Metrics
Citations
Download citation
If you have the appropriate software installed, you can download article citation data to the citation manager of your choice. Simply select your manager software from the list below and click Download.