Flexural behavior of high-strength, steel-reinforced, and prestressed concrete beams

Abstract

To study the flexural behavior of prestressed concrete beams with high-strength steel reinforcement and high-strength concrete and improve the crack width calculation method for flexural components with such reinforcement and concrete, 12 specimens were tested under static loading. The failure modes, flexural strength, ductility, and crack width of the specimens were analyzed. The results show that the failure mode of the test beams was similar to that of the beams with normal reinforced concrete. A brittle failure did not occur in the specimens. To further understand the working mechanism, the results of other experimental studies were collected and discussed. The results show that the normalized reinforcement ratio has a greater effect on the ductility than the concrete strength. The cracking- and peak-moment formulas in the code for the design of concrete (GB 50010-2010) applied to the beams were both found to be acceptable. However, the calculation results of the maximum crack width following GB 50010-2010 and EN 1992-1-1:2004 were considerably conservative. In the context of GB 50010-2010, a revised formula for the crack width is proposed with modifications to two major factors: the average crack spacing and an amplification coefficient of the maximum crack width to the average spacing. The mean value of the ratio of the maximum crack width among the 12 test results and the relative calculation results from the revised formula is 1.017, which is better than the calculation result from GB 50010-2010. Therefore, the new formula calculates the crack width more accurately in high-strength concrete and high-strength steel reinforcement members. Finally, finite element models were established using ADINA software and validated based on the test results. This study provides an important reference for the development of high-strength concrete and high-strength steel reinforcement structures.

Keywords

high-strength steel reinforcement / high-strength concrete / flexural behavior / crack width

References

[1] American Concrete Institute. Building Code Requirements for Structural Concrete (ACI 318-14). Farmington Hills, MI: American Concrete Institute, 2011

[2] Eurocode 2. Design of Concrete Structures: Part 1–1: General Rules and Rules for Buildings (BS EN 1992-1-1:2004). London: British Standards Institution, 2004

[3] Zealand S N. Concrete Structures Standard, Part 1: The Design of Concrete Structures (NZS 3101). Wellington: New Zealand Standards Council, 2006

[4] China Ministry of Construction. Code for Design of Concrete Structures (GB50010-2010). Beijing: China Architecture and Building Press, 2010

[5] Zeyad A M, Tayeh B A, Yusuf M O. Strength and transport characteristics of volcanic pumice powder based high strength concrete. Construction & Building Materials, 2019, 216: 314–324

[6] Van Deventer J S J, Provis J L, Duxson P. Technical and commercial progress in the adoption of geopolymer cement. Minerals Engineering, 2012, 29(3): 89–104

[7] Gan V J L, Cheng J C P, Lo I M C, Chan C M. Developing a CO₂-e accounting method for quantification and analysis of embodied carbon in high-rise buildings. Journal of Cleaner Production, 2017, 141: 825–836

[8] Aïtcin P C. The durability characteristics of high performance concrete: A review. Cement and Concrete Composites, 2003, 25(4–5): 409–420

[9] Pecce M, Fabbrocino G. Plastic rotation capacity of beams in normal and high-performance concrete. ACI Structural Journal, 1999, 96(2): 290–296

[10] Lin C H, Lee F S. Ductility of high-performance concrete beams with high-strength lateral reinforcement. Structural Journal, 2001, 98(4): 600–608

[11] Debernardi P G, Taliano M. On evaluation of rotation capacity for reinforced concrete beams. ACI Structural Journal, 2002, 99(3): 360–368

[12] Chowdhury S H. Cracking and deflection behavior of partially prestressed high strength concrete beams. In: Australasian Structural Engineering Conference 2008: Engaging with Structural Engineering. Melbourne: Meeting Planners, 2008

[13] Swamy R N, Anand K L. Structural behavior of high strength concrete beams. Building Science, 1974, 9(2): 131–141

[14] Ashour S A. Effect of compressive strength and tensile reinforcement ratio on flexural behavior of high-strength concrete beams. Engineering Structures, 2000, 22(5): 413–423

[15] Pam H J, Kwan A K H, Islam M S. Flexural strength and ductility of reinforced normal-and high strength concrete beams. Proceedings of the Institution of Civil Engineers. Structures and Buildings, 2001, 146(4): 381–389

[16] Kaminska M E. High-strength concrete and steel interaction in RC members. Cement and Concrete Composites, 2002, 24(2): 281–295

[17] Lopes S M R, Bernardo L F A. Plastic rotation capacity of high-strength concrete beams. Materials and Structures, 2003, 36(1): 22–31

[18] Reza Ghasemi M, Shishegaran A. Role of slanted reinforcement on bending capacity SS beams. Vibroengineering Procedia, 2017, 11: 195–199

[19] Shishegaran A, Reza Ghasemi M. Performance of a novel bent-up bars system not interacting with concrete. Frontiers of Structural and Civil Engineering, 2019, 13(6): 1301–1315

[20] Rabczuk T, Eibl J. Numerical analysis of prestressed concrete beams using a coupled element free Galerkin/finite element approach. International Journal of Solids and Structures, 2004, 41(3–4): 1061–1080

[21] Rabczuk T, Zi G. Numerical Fracture analysis of prestressed concrete beams. International Journal of Concrete Structures and Materials, 2008, 2(2): 153–160

[22] Rabczuk T, Zi G, Bordas S, Nguyen-Xuan H. A geometrically non-linear three-dimensional cohesive crack method for reinforced concrete structures. Engineering Fracture Mechanics, 2008, 75(16): 4740–4758

[23] Rabczuk T, Zi G, Bordas S, Nguyen-Xuan H. A simple and robust three-dimensional cracking-particle method without enrichment. Computer Methods in Applied Mechanics and Engineering, 2010, 199(37–40): 2437–2455

[24] Mohammadhassani M, Jumaat M Z, Jameel M. Experimental investigation to compare the modulus of rupture in high strength self compacting concrete deep beams and high strength concrete normal beams. Construction & Building Materials, 2012, 30: 265–273

[25] Li Z H, Su X Z. Analysis of crack patterns of 500MPa reinforced concrete beams. Advanced Materials Research, 2013, 790: 120– 124

[26] Gao R P, Qiu H X, Hu T, Ding Z, Lan Z. Experimental research on crack width of HRB500 steel bars RC beams. Industrial Construction, 2010, 40(3): 66–70 (in Chinese)

[27] Jin W L, Lu C H, Wang H L, Yan R D. Experiment and calculation of crack width of reinforced concrete beams with 500MPa steel bars. China Civil Engineering Journal, 2011, 44(3): 16–23 (in Chinese)

[28] Xu F B. Experimental and theoretical research on flexural behavior of reinforced concrete beams with HRB500 bars. Dissertation for the Doctoral Degree. Changsha: Hunan University, 2007 (in Chinese)

[29] Padmarajaiah S K, Ramaswamy A. Crack-width prediction for high-strength concrete fully and partially prestressed beam specimens containing steel fibers. ACI Structural Journal, 2001, 98(6): 852–861

[30] Padmarajaiah S K, Ramaswamy A. Flexural strength predictions of steel fiber reinforced high-strength concrete in fully/partially prestressed beam specimens. Cement and Concrete Composites, 2004, 26(4): 275–290

[31] China Ministry of Construction. Standard for Test Method of Mechanical Properties on Ordinary Concrete (GB/T50081-2002). Beijing: China Architecture & Building Press, 2003

[32] General Administration of Quality Supervision.Inspection and Quarantine of the People’s Republic of China. Metallic Materials-Tensile Testing—Part 1: Method of Test at Room Temperature (GB/T228.1-2010). Beijing: Standards Press of China, 2010

[33] Guo Z H, Shi X D. Theory and Analysis of Reinforced Concrete. Beijing: Tsinghua University Press, 2003, 163–337 (in Chinese)

[34] Hussien O F, Elafandy T H K, Abdelrahman A A, Abdel Baky S A, Nasr E A. Behavior of bonded and unbonded prestressed normal and high strength concrete beams. HBRC Journal, 2012, 8(3): 239–251

Acknowledgements

The research in this paper was financially supported by the National Natural Science Foundation of China (Grant Nos. 51878233 and 51778201) and the Anhui Key Laboratory of Civil Engineering and Materials (No. PA2019GDPK0034). This support is gratefully acknowledged.

RIGHTS & PERMISSIONS

2021 Higher Education Press