Title:
Bond Performance of Sustainable Reinforced Concrete Beams
Author(s):
Seyedhamed Sadati, Mahdi Arezoumandi, Kamal H. Khayat, and Jeffery S. Volz
Publication:
Materials Journal
Volume:
114
Issue:
4
Appears on pages(s):
537-547
Keywords:
bond strength; high-volume fly ash; recycled concrete aggregate; reinforced concrete; structural behavior; sustainable concrete
DOI:
10.14359/51689776
Date:
7/1/2017
Abstract:
Proper force transfer between reinforcement and surrounding concrete is one of the most significant factors affecting the structural performance of reinforced concrete. Because of the increasing interest in using fly ash and recycled concrete aggregate (RCA) in structural applications, it is necessary to investigate bond properties of mixtures proportioned with high volume of these materials. The present study investigates bond strength between concrete and reinforcing steel in full-scale beams constructed with various “green” concrete mixtures, including high-volume fly ash concrete containing 50% Class C fly ash replacement (FA50), concrete with 50% of coarse RCA replacement (RCA50), as well as a so-called “sustainable concrete” (SC) proportioned with 50% Class C fly ash and 50% RCA. Conventional concrete (CC) made without any fly ash and RCA is employed as the Reference mixture. Data obtained from the testing of 11 full-scale spliced beams are analyzed, including one beam per concrete type (except for RCA50) for investigating the top-bar effect. Experimental results are compared to six different analytical models available in literature. Results are also evaluated based on the bond database of specimens fabricated with RCA developed through literature survey as well as the database proposed by ACI Committee 408 for bond in CC. On average, SC specimens exhibited 15% higher normalized bond strength compared to the Reference beams. Performance of SC mixture was similar to that of RCA50, which were both slightly (6%) lower than that of the FA50 beams in terms of bond strength. No sign of top-bar effect was observed for the FA50 and SC beams.
Related References:
1. Shen, W.; Cao, L.; Li, Q.; Zhang, W.; Wang, G.; and Li, C., “Quantifying CO2 Emissions from China’s Cement Industry,” Renewable & Sustainable Energy Reviews, V. 50, 2015, pp. 1004-1012. doi: 10.1016/j.rser.2015.05.031
2. World Business Council for Sustainable Development (WBCSD), “Recycling Concrete,” 2012, http://www.wbcsdcement.org/index.php/key-issues/sustainability-with-concrete/54 (accessed Aug. 2014)
3. Zhao, J.; Gaochuang, C.; and Junmin, Y., “Bond-Slip Behavior and Embedment Length of Reinforcement in High Volume Fly Ash Concrete,” Materials and Structures, V. 49, No. 6, 2015, pp. 2065-2082.
4. Desnerck, P.; Lees, J. M.; and Morley, C. T., “Bond Behaviour of Reinforcing bars in Cracked Concrete,” Construction & Building Materials, V. 94, 2015, pp. 126-136. doi: 10.1016/j.conbuildmat.2015.06.043
5. fib Bulletin 10, “Bond of Reinforcement in Concrete: State of the Art,” Lausanne, Switzerland, 2010, 434 pp.
6. Eligehausen, R.; Bertero, V.; and Popov, E. P., “Local Bond-Slip Relationships of Deformed Bars under Generalized Excitations,” Report No UCB/EERC 83–19, Earthquake Engineering Research Center, University of California, Berkeley, Berkeley, CA, 1983.
7. Taerwe, L., and Stijn, M., “fib Model Code for Concrete Structures 2010,” Ernst & Sohn, Wiley, 2013.
8. Rehm, G., and Rolf, E., “Bond of Ribbed Bars under High Cycle Repeated Loads,” ACI Journal Proceedings, V. 76, No. 2, Feb. 1979, pp. 297-310.
9. Bažant, Z. P., and Sener, S., “Size Effects in Pull-Out Tests,” ACI Materials Journal, V. 85, No. 5, Sept.-Oct. 1988, pp. 347-351.
10. Alonso, C.; Andrade, C.; Rodriguez, J.; and Diez, J. M., “Factors Controlling Cracking of Concrete Affected by Reinforcement Corrosion,” Materials and Structures, V. 31, No. 7, 1998, pp. 435-441.
11. Cairns, J.; Du, Y.; and Law, D., “Influence of Corrosion on the Friction Characteristics of the Steel/Concrete Interface,” Construction & Building Materials, V. 21, No. 1, 2007, pp. 190-197. doi: 10.1016/j.conbuildmat.2005.06.054
12. Mangat, P. S., and Elgarf, M. S., “Bond Characteristics of Corroding Reinforcement in Concrete Beams,” Materials and Structures, V. 32, No. 2, 1999, pp. 89-97. doi: 10.1007/BF02479434
13. Vidal, T.; Castel, A.; and Francois, R., “Analyzing Crack Width to Predict Corrosion in Reinforced Concrete,” Cement and Concrete Research, V. 34, No. 1, 2004, pp. 165-174. doi: 10.1016/S0008-8846(03)00246-1
14. Khayat, K., and De Schutter., G., “Mechanical Properties of Self-Compacting Concrete,” State of the Art Report, RILEM Technical Committee, 2013.
15. ACI Committee 408, “Bond and Development of Straight Reinforcing Bars in Tension (ACI 408R-03),” American Concrete Institute, Farmington Hills, MI, 2003, 49 pp.
16. ASTM A944-15, “Standard Test Method for Comparing Bond Strength of Steel Reinforcing Bars to Concrete Using Beam-End Specimens,” ASTM International, West Conshohocken, PA, 2015, pp. 1-4.
17. Xiao, J., and Falkner, H., “Bond Behaviour between Recycled Aggregate Concrete and Steel Rebars,” Construction & Building Materials, V. 21, No. 2, 2007, pp. 395-401. doi: 10.1016/j.conbuildmat.2005.08.008
18. Breccolotti, M., and Materazzi, A. L., “Structural Reliability of Bonding between Steel Rebars and Recycled Aggregate Concrete,” Construction & Building Materials, V. 47, 2013, pp. 927-934. doi: 10.1016/j.conbuildmat.2013.05.017
19. Butler, L.; West, J. S.; and Tighe, S. L., “The Effect of Recycled Concrete Aggregate Properties on the Bond Strength between RCA Concrete and Steel Reinforcement,” Cement and Concrete Research, V. 41, No. 10, 2011, pp. 1037-1049. doi: 10.1016/j.cemconres.2011.06.004
20. Arezoumandi, M.; Looney, T. J.; and Volz, J. S., “Effect of Fly Ash Replacement Level on the Bond Strength of Reinforcing Steel in Concrete Beams,” Journal of Cleaner Production, V. 87, 2015, pp. 745-751. doi: 10.1016/j.jclepro.2014.10.078
21. ASTM A615/A615M-12, “Standard Specification for Deformed and Plain Carbon-Steel Bars for Concrete Reinforcement,” ASTM International, West Conshohocken, PA, 2012, 6 pp.
22. Bentz, D. P., “Powder Additions to Mitigate Retardation in High-Volume Fly Ash Mixtures,” ACI Materials Journal, V. 107, No. 5, Sept.-Oct. 2010, pp. 508-514.
23. ACI Committee 318, “Building Code Requirements for Structural Concrete (ACI 318-11) and Commentary,” American Concrete Institute, Farmington Hills, MI, 2011, 473 pp.
24. Popovics, S., “A Numerical Approach to the Complete Stress-Strain Curve of Concrete,” Cement and Concrete Research, V. 3, No. 5, 1973, pp. 583-599. doi: 10.1016/0008-8846(73)90096-3
25. American Association of State and Highway Transportation Officials, “AASHTO LRFD Bridge Design Specifications,” fourth edition, Washington, DC, 2010.
26. AS 3600, “Concrete Structures,” Standards Australia, Sydney, Australia, 2009, pp. 105-109.
27. CSA -A23.3-14, “Design of Concrete Structures,” Rexdale, ON, Canada, 2014.
28. Japan Society of Civil Engineers, “Standard Specification for Concrete Structure,” JSCE No. 15, Tokyo, Japan, 2007, pp. 154-159.
29. Kemp, E. L., and Wilhelm, W. J., “Investigation of the Parameters Influencing Bond Cracking,” ACI Journal Proceedings, V. 76, No. 1, Jan. 1979, pp. 47-71.
30. Orangun, C. O.; Jirsa, J. O.; and Breen, J. E., “The Strength of Anchored Bars: A Reevaluation of Test Data on Development Length and Splices,” Research Report No. 154-3F, Center for Highway Research, University of Texas at Austin, Austin, TX, 1975, pp. 1-90
31. Darwin, D.; Steven, L. M.; Emmanuel, K. I.; and Steven, P. S., “Development Length Criteria: Bars not Confined by Transverse Reinforcement,” ACI Structural Journal, V. 89, No. 6, Nov.-Dec. 1992, pp. 709-736.
32. Zuo, J., and Darwin, D., “Bond Strength of High Relative Rib Area Reinforcing Bars,” SM Report No. 46, Center for Research, University of Kansas, Lawrence, KS, 1998, 350 pp.
33. Zuo, J., and Darwin, D., “Splice Strength of Conventional and High Relative Rib Area Bars in Normal and High-Strength Concrete,” ACI Structural Journal, V. 97, No. 4, July-Aug. 2000, pp. 630-641.
34. Esfahani, M. R., and Rangan, B. V., “Local Bond Strength of Reinforcing Bars in Normal Strength and High-Strength Concrete (HSC),” ACI Structural Journal, V. 95, No. 2, Mar.-Apr. 1998, pp. 96-105.
35. Esfahani, M. R., and Rangan, B. V., “Bond between Normal Strength and High-Strength Concrete (HSC) and Reinforcing Bars in Splices in Beams,” ACI Structural Journal, V. 95, No. 3, May-June 1998, pp. 272-279.
36. Ajdukiewicz, A., and Kliszczewicz, A., “Influence of Recycled Aggregates on Mechanical Properties of HS/HPC,” Cement and Concrete Composites, V. 24, No. 2, 2002, pp. 269-279. doi: 10.1016/S0958-9465(01)00012-9
37. Kim, S. W., and Yun, H. D., “Influence of Recycled Coarse Aggregates on the Bond Behavior of Deformed Bars in Concrete,” Engineering Structures, V. 48, 2013, pp. 133-143. doi: 10.1016/j.engstruct.2012.10.009
38. Volz, J. S.; Khayat, K. H.; Arezoumandi, M.; Drury, J.; Sadati, S.; Smith, A.; and Steele, A., “Recycled Concrete Aggregate (RCA) for Infrastructure Elements,” National University Transportation Center (NUTC), Missouri University of Science and Technology, Rolla, MO, 2014.
39. Prince, M. J. R., and Singh, B., “Bond Behaviour between Recycled Aggregate Concrete and Deformed Steel Bars,” Materials and Structures, V. 47, No. 3, 2014, pp. 503-516. doi: 10.1617/s11527-013-0075-8
40. Steele, A. R., “Bond Performance of Recycled Aggregate Concrete,” Master’s thesis, Missouri University of Science and Technology, Rolla, MO, 2014.
41. Fathifazl, G.; Razaqpur, A. G.; Isgor, O. B.; Abbas, A.; Fournier, B.; and Foo, S., “Bond Performance of Deformed Steel Bars in Concrete Produced with Coarse Recycled Concrete Aggregate,” Canadian Journal of Civil Engineering, V. 39, No. 2, 2012, pp. 128-139. doi: 10.1139/l11-120