Commenced in January 2007
Frequency: Monthly
Edition: International
Paper Count: 30127
Diagonal Crack Width of RC Members with High Strength Materials

Authors: J. Y. Lee, H. S. Lim, S. H. Yoon

Abstract:

This paper presents an analysis of the diagonal crack widths of RC members with various types of materials by simulating a compatibility-aided truss model. The analytical results indicated that the diagonal crack width was influenced by not only the shear reinforcement ratio but also the yield strength of shear reinforcement and the compressive strength of concrete. The yield strength of shear reinforcement and the compressive strength of concrete decreased the diagonal shear crack width of RC members for the same shear force because of the change of shear failure modes. However, regarding the maximum shear crack width at shear failure, the shear crack width of the beam with high strength materials was greater than that of the beam with normal strength materials.

Keywords: Diagonal crack width, high strength stirrups, high strength concrete, RC members, shear behavior.

Digital Object Identifier (DOI): doi.org/10.5281/zenodo.1339325

Procedia APA BibTeX Chicago EndNote Harvard JSON MLA RIS XML ISO 690 PDF Downloads 805

References:


[1] A. Munikrisha, A. Hosny, S. Rizkalla, and Zia, P., “Behavior of Concrete Beams Reinforced with ASTM A1035 Grade 100 Stirrups Under Shear,” ACI Structural Journal, vol. 108. no. 4, pp.34-41, 2011.
[2] A. Hosny, H. M. Seliem, S. Rizkalla, and P. Zia, “Development Length of Unconfined Conventional and High-Strength Steel Reinforcing Bars,” ACI Structural Journal, vol. 109, no. 5, pp.655-664, 2012.
[3] H. Aoyama, Design of Modern Highrise Reinforced Concrete Structures, Imperial College Press, 2001, 442pp.
[4] ACI Committee 318-11, Building Code Requirements for Structural Concreted and Commentary (ACI 318-11), American Concrete Institute, Detroit: USA, 2011, 503pp.
[5] J.-Y. Lee and I.-J. Choi, “Shear Behavior of Reinforced Concrete Beams with High-Strength Stirrups,” ACI Structural Journal, vol.108, no.5, 2011, pp. 620-629.
[6] P.L. Regan and A.L.L. Baker, “Shear Failure of Reinforced Concrete Beams,” ACI Structural Journal, vol.68. no.10, 1971, pp.763-773.
[7] D. Michell and M.P. Collins, Prestressed Concrete Structures, Prentice Hall, 1990, pp. 624-635.
[8] Comite European De Normalisation(CEN), Eurocode 2: Design of Concrete Structures, Part 1-1 General Rules and Rules for Buildings, BS EN 1992-1-1, 2004, 211pp.
[9] W. Ritter, “Die Bauweise Hennebique,” Schweizerische Bauzeitung, vol. 33, no. 7. 1899, pp. 59-61.
[10] E. Mörsch, Der Eisenbetonbau, Seine Theorie Und Anwendung, Stuttgart, German: K. Wittwer; 1922.
[11] M.P. Nielsen, “Om forskydningsarmering i jernbetonbjae lker,” Bygningsstat, Medd., vol. 38, no. 2, 1967, pp.33-58.
[12] Architectural Institute of Japan (AIJ), Design Guidelines for Earthquake-Resistant Reinforced Concrete Buildings Based on Ultimate Strength Concept, Architectural Institute of Japan, 1990.
[13] T.T.C. Hsu, “Softened Truss Model Theory for Shear and Torsion,” ACI Structural Journal, vol. 85, no. 6. 1988, pp. 624-35.
[14] J.-Y. Lee, Theoretical Prediction of Shear Behavior and Ductility of Reinforced Concrete Beams, PhD dissertation, Kyoto University, Japan, 1998.
[15] H. Kupfer and H. Bulicek, “A Consistent Model for the Design of Shear Reinforcement in Slender Beams with I- or Box-shaped Cross Section,” International Workshop on Concrete Shear in Earthquake, Houston, USA, 1991, pp. 256-265.