Beton İçindeki Düz Yüzeyli ve Kum Kaplı Donatı Çubuğu Aderans Davranışının Eğilmede Aderans Yöntemiyle Deneysel ve Sayısal Olarak İncelenmesi

Year 2024, Volume: 27 Issue: 2, 709 - 720, 27.03.2024

Gökhan Barış Sakcalı , İsa Yüksel , Serkan Sağıroğlu

https://doi.org/10.2339/politeknik.1097459

Abstract

Reinforced concrete behavior can be exhibited by the acting of steel rebar and concrete together. This situation produces full adherence acceptance of the steel rebars and concrete interface for use in simple empirical calculations. However, the bond-slip model may be important in more realistic and comprehensive models. This situation causes other factors that create adherence to come to the fore, due to the lack of mechanical clamping in smooth surfaced bars. For this reason, it is important to define the bond-slip models accurately to the numerical models when constructing the numerical model of this type of rebars. In this study, two flexural bond experimental test specimens reinforced with smooth surface steel bar and reinforced with sand coated steel bar were prepared. These two samples were tested comparatively in terms of load bearing capacity, vertical displacement capacity, slip and collapse mechanism. As a result of the investigations, boundary values have been proposed for the BPE model, which is also recommended by the CEB-FIP (2010) model, to be used in both smooth surface and sand-coated surface. In addition to these, numerical models with different embedment lengths were created in the light of experiments and proposed BPE models. It was concluded that the embedment length significantly affects the maximum load capacity in the numerical models created.

Keywords

eğilmede aderans testi, kum kaplama, kenetlenme boyu, Aderans dayanımı, donatı sıyrılması

Supporting Institution

Bursa Teknik Üniversitesi Bilimsel Araştırma Projeleri Koordinatörlüğü

Project Number

211N042

Thanks

Bu çalışma Bursa Teknik Üniversitesi Bilimsel Araştırma Projeleri Koordinatörlüğü tarafından desteklenmiştir. Proje Numarası: 211N042

Experimental and Numerical Investigation of the Bond Behavior of Smooth and Sand-Coated Rebar in Concrete by Flexural Bond Test Method

Abstract

Reinforced concrete behavior can be exhibited by the movement of steel rebar and concrete together. This situation produses full adherence acceptance of the steel rebars and concrete interface for use in simple empirical calculations. However, the bond stress-slip model may be important in more realistic and comprehensive models. This situation causes other factors that create adherence to come to the fore, due to the lack of mechanical clamping in smooth surfaced bars. For this reason, it is important to define the bond stress-slip models accurately to the numerical models when constructing the numerical model of this type of rebars. In this study, two reinforced concrete flexural bond experimental test specimens reinforced with smooth surface steel bar and reinforced with sand coated steel bar were prepared. These two prepared samples were tested comparatively in terms of load bearing capacity, vertical displacement capacity, slip and collapse mechanism. As a result of the investigations, boundary values have been proposed for the BPE model, which is also recommended by the CEB FIB model, to be used in both smooth surface and sand-coated surface. In addition to these, numerical models with different embedment lengths were created in the light of experiments and proposed BPE models. It was concluded that the embedment length significantly affects the maximum load capacity in the numerical models created.

Keywords

Bond strength, embedment length, flexural bond test, sand coating, reinforcement slip

Project Number

211N042

References

• [1] Dogangun A., “Betonarme Yapıların Hesap ve Tasarımı”, Birsen Yayınevi, İstanbul, (2018).
• [2] Ersoy U., Özcebe G. ve Canbay E., “Betonarme: Davranış ve Hesap İlkeleri”, Evrim Yayınevi, İstanbul, (2019).
• [3] Vint L., “Investigation of Bond Properties of Glass Fibre Reinforced Polymer (GFRP) Bars in Concrete under Direct Tension”, Master's thesis, Graduate Department of Civil Engineering University of Toronto, Canada, (2012).
• [4] Nanni A., C.E. Bakis and T.E. Boothby., “Test methods for FRP-concrete systems subjected to mechanical loads: state of the art review”, Journal of Reinforced Plastics and Composites, 14(6): 524-558, (1995).
• [5] Ahmed E.A., El-Salakawy E.F. and Benmokrane B., “Tensile capacity of GFRP postinstalled adhesive anchors in concrete” Journal of Composites for Construction, 12(6): 596-607, (2008).
• [6] Xue W., Zheng Q., Yang Y. and Fang, Z., “Bond behavior of sand-coated deformed glass fiber reinforced polymer rebars”, Journal of Reinforced Plastics and Composites, 33(10): 895-910, (2014).
• [7] ACI 408R-03, “Bond and Development of Straight Reinforcing Bars in Tension”, American Concrete Institute (ACI), MI, USA, (2003).
• [8] Goto Y., “Cracks formed in concrete around deformed tension bars, In Journal Proceedings, 68(4): 244-251, (1971).
• [9] Harajli M.H., Hout M. and Jalkh W., “Local bond stress-slip behavior of reinforcing bars embedded in plain and fiber concrete”, Materials Journal, 92(4): 343-353, (1995).
• [10] Ruiz M.F., Muttoni A. and Gambarova P.G., “Analytical modeling of the pre-and postyield behavior of bond in reinforced concrete”, Journal of Structural Engineering, 133(10): 1364-1372, (2007).
• [11] Wu Y.F. and Zhao X.M., “Unified bond stress–slip model for reinforced concrete”, Journal of Structural Engineering, 139(11): 1951-1962, (2013).
• [12] Issa C.A. and Masri O., “Numerical simulation of the bond behavior between concrete and steel reinforcing bars in specialty concrete”, International Journal of Civil and Environmental Engineering, 9(6): 767-774, (2015).
• [13] Zhao J., Cai G. and Yang J., “Bond-slip behavior and embedment length of reinforcement in high volume fly ash concrete”, Materials and Structures, 49(6): 2065-2082, (2016).
• [14] Kim S.W., Park W S., Jang Y.I., Jang S.J. and Yun, H.D., “Bonding behavior of deformed steel rebars in sustainable concrete containing both fine and coarse recycled aggregates”, Materials, 10(9): 1082, (2017).
• [15] Mousavi S.S., Guizani L. and Ouellet-Plamondon C.M., “On bond-slip response and development length of steel bars in pre-cracked concrete”, Construction and Building Materials, 199: 560-573, (2019).
• [16] Biscaia H.C. and Soares S., “Adherence prediction between ribbed steel rebars and concrete: A new perspective and comparison with codes”, Structures, 25: 979-999, (2020).
• [17] Kara I.F. and Ashour A.F., “Flexure design methodology for concrete beams reinforced with fibre-reinforced polymers”, Composite Structure, 94(5): 1616-1625, (2012).
• [18] El-Nemr A., Ahmed E.A., Barris C. and Benmokrane B., “Bond-dependent coefficient of glass-and carbon-FRP bars in normal-and high-strength concretes”, Construction and Building Materials, 113: 77-89, (2016).
• [19] Shahnewaz M., Machial R., Alam M.S. and Rteil A., “Optimized shear design equation for slender concrete beams reinforced with FRP bars and stirrups using Genetic Algorithm and reliability analysis”, Engineering Structures, 107: 151-165, (2016).
• [20] Yan F. and Lin Z., “Bond behavior of GFRP bar-concrete interface: Damage evolution assessment and FE simulation implementations”, Composite Structures, 155: 63-76, (2016).
• [21] Billah A.M. and Alam M.S., “Seismic performance of concrete columns reinforced with hybrid shape memory alloy (SMA) and fiber reinforced polymer (FRP) bars”, Construction and Building Materials, 28(1): 730-742, (2012).
• [22] Xing G. and Ozbulut, O.E., “Flexural performance of concrete beams reinforced with aluminum alloy bars”, Engineering Structures, 126: 53-65, (2016).
• [23] Sallam H.E.M., El-Aziz A., El-Raouf A., and Elbanna E.M., “Flexural strength and toughness of austenitic stainless steel reinforced high-Cr white cast iron composite”, Journal of Materials Engineering and Performance, 22(12): 3769-3777, (2013).
• [24] Raza S., Shafei B., Saiidi M.S., Motavalli M. and Shahverdi M., “Shape memory alloy reinforcement for strengthening and self-centering of concrete structures—State of the art”, Construction and Building Materials, 324: 126628, (2022).
• [25] Abdulridha A. and Palermo D., “Behaviour and modelling of hybrid SMA-steel reinforced concrete slender shear wall”, Engineering Structures, 147: 77-89, (2017).
• [26] Oudah F. and El-Hacha R., “Innovative Self-Centering Concrete Beam-Column Connection Reinforced Using Shape Memory Alloy”, ACI Structural Journal, 115(3): 607-620, (2018).
• [27] Xing G., Ozbulut O.E., Al-Dhabyani M.A., Chang Z. and Daghash S.M., “Enhancing flexural capacity of RC columns through near surface mounted SMA and CFRP bars”, Journal of Composite Materials, 54(29): 4661-4676, (2020).
• [28] Islam K., Billah A.M., Chowdhury M.M.I., and Ahmed, K.S., “Exploratory study on bond behavior of plain and sand coated stainless steel rebars in concrete”, Structures, 27: 2365-2378, (2020).
• [29] Fawaz G. and Murcia-Delso J., “Bond behavior of iron-based shape memory alloy reinforcing bars embedded in concrete”, Materials and Structures, 53(5): 1-19, (2020).
• [30] www.youtube.com/watch?v=0ymeTGPR2ZY, “Compressive Bond Behaviour of Shape Memory Alloy (SMA) Rebar in Concrete”, (2020).
• [31] ASTM E8/E8M-16a, “Standard Test Methods for Tension Testing of Metallic Materials”, American Society for Testing and Materials (ASTM), PA, USA, (2016).
• [32] BS EN EN-12269-1, “Determination of the Bond Behavior between Reinforcing Steel and Autoclaved Aerated Concrete by the Beam Test”, British Standards, (2000).
• [33] Oh H., Sim J., Kang T. and Kwon H., “An experimental study on the flexural bonding characteristic of a concrete beam reinforced with a GFRP rebar”, KSCE Journal of Civil Engineering, 15(7): 1245-1251, (2011).
• [34] Kato J. “Material Optimization of Fiber Reinforced Composites Applying a Damage Formulation”, Doctoral dissertation, University of Stuttgart, Germany, (2010).
• [35] Azimi M., Ponraj M., Bagherpourhamedani A., Tahir M. M., Razak S.M.S. A. and Pheng O.P., “Shear capacity evaluation of reinforced concrete beams: Finite element simulation”, Jurnal Teknologi, 77(16): 59-66, (2015).
• [36] Godínez-Domínguez E.A., Tena-Colunga A. and Juárez-Luna, G., “Nonlinear finite element modeling of reinforced concrete haunched beams designed to develop a shear failure”, Engineering Structures, 105: 99-122, (2015).
• [37] Tavárez F.A. “Simulation of Behavior of Composite Grid Reinforced Concrete Beams Using Explicit Finite Element Methods”, Master's thesis, University of Wisconsin, USA, (2001).
• [38] Murthy A.R., Palani G.S., Iyer N.R., Gopinath S., and Kumar V.R., “Impact Failure Analysis of Reinforced Concrete Structural Components by Using Finite Element Method”, Computer Modeling in Engineering & Sciences(CMES), 86(5): 409-434, (2012).
• [39] Ali, H.K., “Nonlinear Three Dimensional Finite Element Analysis of Reinforced Concrete Hollow Beams”, Master's thesis, University of Gaziantep, Turkey, (2017).
• [40] Bangash M.Y.H., “Concrete and Concrete Structures: Numerical Modelling and Applications”, Elsevier Science Publishers Ltd., United Kingdom, (1989).
• [41] Kachlakev D.I., Miller T.H., Potisuk T., Yim S.C. and Chansawat K., “Finite Element Modeling of Reinforced Concrete Structures Strengthened with FRP Laminates”, Oregon Department of Transportation, Research Group, Project No: FHWA-OR-RD-01-XX, (2001).
• [42] TBDY-2018, “Türkiye Bina Deprem Yönetmeliği”, Afet ve Acil Durum Yönetim Başkanlığı, Ankara, (2018).
• [43] TS 500, “Betonarme Yapıların Tasarım ve Yapım Kuralları”, Türk Standartları Enstitüsü (TSE), Ankara, (2000).
• [44] Uzun M., “Negatif poisson oranına sahip (auxetıc) malzemeler ve uygulama alanları”, Tekstil ve Mühendis, 17(77): 13-18, (2010).
• [45] ANSYS v15.0. “Swanson Analysis System Inc. (Documentation)”, PA, USA, (2013).
• [46] Willam K.J. and Warnke E.D. “Constitutive model for the triaxial behavior of concrete”, Proceedings Internacional Association for Bridge and Structural Engineering (ISMES), Bergamo, Italy, 19, 1-30, (1975).
• [47] Eligehausen R., Popov E.P. and Bertero V.V. “Local bond stress-slip relationships of deformed bars under generalized excitations: experimental results and analytical model”, Berkeley: Earthquake Engineering Research Center, University of California, (1983).
• [48] Rossetti V.A., Galeota D. and Giammatteo M.M. “Local bond stress-slip relationships of glass fibre reinforced plastic bars embedded in concrete”, Materials and Structures, 28(6): 340-344, (1995).
• [49] Cosenza E., Manfredi G. and Realfonzo R. “Analytical modelling of bond between FRP reinforcing bars and concrete”, Nonmetallic (FRP) Reinforcement for Concrete Structures, London, England, 164–171, (1995).
• [50] Yalciner H., Kumbasaroglu A., Ertuc İ. and Turan A.İ. “Confinement effect of geo-grid and conventional shear reinforcement bars subjected to corrosion”, Structures, 13: 139-152, (2018).
• [51] Bicer K., Yalciner H., Balkıs A. P. and Kumbasaroglu A., “Effect of corrosion on flexural strength of reinforced concrete beams with polypropylene fibers”, Construction and Building Materials, 185: 574-588, (2018).
• [52] Kumbasaroglu A., Yalciner K., Yalciner H., Turan A.I., and Celik A., “Effect of polypropylene fibers on the development lengths of reinforcement bars of slabs”, Case Studies in Construction Materials, 15: e00680, (2021).
• [53] CEB FIP “2010-Final draft: Volume 1. fib Fédération internationale du beton”, Model Code (CEB FIP), Paris, France, (2012).
• [54] Gravina R.J. and Smith, S.T. “Flexural behaviour of indeterminate concrete beams reinforced with FRP bars”, Engineering Structures, 30(9): 2370-2380, (2008).
• [55] Lin X. and Zhang Y.X. “Evaluation of bond stress-slip models for FRP reinforcing bars in concrete”, Composite Structures, 107: 131-141, (2014).