Masonry Failure Criterion under Biaxial Stress State
Publication: Journal of Materials in Civil Engineering
Volume 13, Issue 1
Abstract
Masonry is a material that exhibits distinct directional properties because the mortar joints act as planes of weakness. To define failure under biaxial stress, a 3D surface in terms of the two normal stresses and shear stress (or the two principal stresses and their orientation to the bed joints) is required. This paper describes a method to define a general anisotropic (orthotropic) failure surface of masonry under biaxial stress, using a cubic tensor polynomial. The evaluation of strength parameters is performed using existing experimental data through a least-squares approach. The validity of the method is demonstrated by comparing the derived failure surface with classical experimental results. The ability to ensure the closed shape of the failure surface, the unique mathematical form for all possible combinations of plane stress, and the satisfactory approximation with the results of the real masonry behavior under failure conditions are some of the advantages of the proposed method.
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References
1.
Andreaus, U. (1996). “Failure criteria for masonry panels under in-plane loading.”J. Struct. Engrg., ASCE, 122(1), 37–46.
2.
Dhanasekar, M., Page, A. W., and Kleeman, P. W. ( 1985). “The failure of brick masonry under biaxial stresses.” Proc., Instn. Civ. Engrs., Part 2, 79, 295–313.
3.
Dhanasekar, M., and Page, A. W. ( 1986). “The influence of brick masonry infill properties on the behaviour of infilled frames.” Proc., Instn. Civ. Engrs., Part 2, 81, 593–605.
4.
Hendry, A. W. ( 1990). Structural masonry, Macmillan Education, Houndmills.
5.
Hill, R. ( 1960). The mathematical theory of plasticity, Oxford University Press, New York.
6.
Jiang, Z., and Tennyson, R. C. ( 1989). “Closure of the cubic tensor polynomial failure surface.” J. Comp. Mat., 23, 208–231.
7.
Johnson, F. B., and Thompson, J. N. ( 1969). “Development of diametral testing procedures to provide a measure of measure of strength characteristics of masonry assemblages.” Designing, engineering and constructing with masonry products, Gulf Publishing Co., Houston.
8.
Mishchenko, A. S., Solovyev, Yu. P., and Fomenko, A. T. ( 1985). Problems in differential geometry and topology, Translated from the Russian by Oleg Efimov, Mir Publishers, Moscow.
9.
Naraine, K., and Sinha, S. (1989). “Behavior of brick masonry under cyclic compressive loading.”J. Struct. Engrg., ASCE, 115(6), 1432–1445.
10.
Naraine, K., and Sinha, S. (1991). “Cyclic behavior of brick masonry under biaxial compression.”J. Struct. Engrg., ASCE, 117(5), 1336–1355.
11.
Page, A. W. ( 1980). “A biaxial failure criterion for brick masonry in the tension-tension range.” Int. J. Masonry Constr., 1(1).
12.
Page, A. W. ( 1981). “The biaxial compressive strength of brick masonry.” Proc., Instn. Civ. Engrs., Part 2, 71, September, 893–906.
13.
Page, A. W. ( 1983). “The strength of brick masonry under biaxial compression-tension.” Int. J. Masonry Constr., 3(1), 26–31.
14.
Page, A. W., Kleeman, P. W., and Dhanasekar, M. ( 1985). “The failure of brick masonry under biaxial stresses.” Proc., Instn. Civ. Engrs., Part 2, 79, 295–313.
15.
Prager, W. ( 1959). An introduction to plasticity, Addison-Wesley, Reading, Mass.
16.
Samarasinghe, W. ( 1980). “The in-plane failure of brickwork.” PhD thesis, University of Edinburgh, Edinburgh, U.K.
17.
Samarasinghe, W., and Hendry, A. W. ( 1980). “Strength of brickwork under biaxial tension-compression.” Proc., Int. Symp. on Load-Bearing Brick Work, London.
18.
Scarpas, A. ( 1991). “Non-local plasticity softening model for brittle materials/experimental evidence/analytical modelling/preliminary results.” Res. Rep., Lab. of Reinforced Concrete, National Technical University of Athens, Athens, Greece.
19.
Stoker, J. J. ( 1969). Differential geometry, Wiley, New York.
20.
Syrmakezis, C. A., and Asteris, P. G. ( 1999). “Masonry failure surface under biaxial stress.” Technica Chronica, Scientific J. Tech. Chamber of Greece, 19(1–2), 31–41 (in Greek).
21.
Syrmakezis, C. A., Asteris, P. G., and Sophocleous, A. A. ( 1997). “Earthquake resistant design of masonry tower structures.” Proc., 5th Int. Conf. on Struct. Studies of Historical Build., STREMA '97, 377–386.
22.
Syrmakezis, C. A., Chronopoulos, M. P., Sophocleous, A. A., and Asteris, P. G. ( 1995). “Structural analysis methodology for historical buildings.” Proc., 4th Int. Conf. on Struct. Studies of Historical Build., STREMA '95, Vol. 1, 373–382.
23.
Tassios, Th. P., and Vachliotis, Ch. ( 1989). “Failure of masonry under heterosemous biaxial stresses.” Proc., Int. Conf. Conservation of Stone, Masonry—Diagnosis, Repair and Strengthening, Athens.
24.
Tsai, S. W., and Wu, E. M. ( 1971). “A general failure criterion for anisotropic materials.” J. Comp. Mat., 5, 58–80.
25.
Wu, E. M. ( 1972). “Optimal experimental measurements of anisotropic failure tensors.” J. Comp. Mat., 6, 472–480.
26.
Wu, E. M., and Scheublein, J. K. ( 1974). “Laminate strength—A direct characterization procedure.” Composite Materials: Testing and Design (Third Conference), Spec. Tech. Publ. 546, ASTM, West Conshohocken, Pa., 188–201.
27.
Yokel, F. Y., and Fattal, S. G. (1976). “Failure hypothesis for masonry shear walls.”J. Struct. Div., ASCE, 102(3), 515–532.
28.
Zienkiewicz, O. C., Valliapan, S., and King, I. P. ( 1969). “Elasto-plastic solutions of engineering problems; Initial stress finite element approach.” Int. J. Numer. Methods Engrg., 1, 75–100.
Information & Authors
Information
Published In
Journal of Materials in Civil Engineering
Volume 13 • Issue 1 • February 2001
Pages: 58 - 64
History
Received: Mar 4, 1999
Published online: Feb 1, 2001
Published in print: Feb 2001
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