Splice bars1/18/2024 ![]() ĭagenais MA, Massicotte B, Proulx GB (2018) Seismic retrofitting of rectangular bridge piers with deficient lap splices using ultrahigh-performance fiber-reinforced concrete. ![]() Lagier F, Massicotte B, Charron JP (2015) Bond strength of tension lap splice specimens in UHPFRC. REPRINT 19.Īarup B, Jensen BC (1998) Bond properties of high-strength fiber reinforced concrete. Heshe G (1988) Experimental research on compact reinforced composite (CRC) beams. Korea Concrete Institute (2012) Design recommendations for ultra high-performance concrete (K-UHPC), KCI-M-12–003, Seoul, KoreaĪl-Quraishi H, Al-Farttoosi M, AbdulKhudhur R (2019) Tension lap splice length of reinforcing bars embedded in reactive powder concrete (RPC), Structures, Volume 19. Japan Society of Civil Engineers (JSCE) (2008), Recommendations for design and construction of ultra high-strength fiber reinforced concrete structures, Concrete Engineering Series no. Tahwia, AM (2017) Performance of Ultra-high performance fiber reinforced concrete at high temperatures, International Journal of Engineering and Innovative Technology (IJEIT) 6(10), April.Īssociation Francaise du Genil Civil (AFGC) (2013) Ultra high-performance fiber reinforced concrete, France Tayeh B, Hadzima-Nyarko M, Riad MY, Abdel Hafez RD (2023) Behavior of ultra-high-performance concrete with hybrid synthetic fiber waste exposed to elevated temperatures. Tahwia AM, El-Far O, Amin M (2022) Characteristics of sustainable high strength concrete incorporating eco-friendly materials. Tahwia AM, Essam A, Tayeh BA, Abd Elrahman M (2022) Enhancing sustainability of ultra-high performance concrete utilizing high-volume waste glass powder. Office of Infrastructure Research and Development.īrandt AM (2008) Fibre reinforced cement-based (FRC) composites after over 40 years of development in building and civil engineering. Graybeal BA (2006) Material property characterization of ultra-high-performance concrete. (asce)be.1943-5592.0000301īentur A, Mindess S (2007) Fibre Reinforced Cementitious Composites Elsevier: London, UK New York, NY, USA. Struct Eng Mech 82(3):295–312Ĭhen L, Graybeal BA (2012) Modeling structural performance of second-generation ultrahigh-performance concrete pi-girders. Hakeem IY, Amin M, Abdelsalam BA, Tayeh BA, Althoey F, Agwa IS (2022) Effects of nano-silica and micro-steel fiber on the engineering properties of ultra-high performance concrete. Yousef AM, Tahwia AM, Maremy NA (2017) Shear behavior of ultra-high-performance fiber reinforced concrete beams with minimum web reinforcement. Įlsayed M, Badawy S, Tayeh BA, Magdy Elymany M, Salem M, ElGawady M, Shear behaviour of ultra-high performance concrete beams with openings, Structures, Volume 43,2022,Pages 546–558,ISSN 2352–0124. Yousef AM, Tahwia AM, Marami NA (2018) Minimum shear reinforcement for ultra-high-performance fiber reinforced concrete deep beams. Yoo DY, Yoon YS (2016) A review on structural behavior, design, and application of ultra-high-performance fiber-reinforced concrete. īae BI, Choi HK (2022) Experimental study on the flexural behavior of lap-spliced ultra-high-performance fiber-reinforced concrete beams. Tahwia AM, Elgendy GM, Amin M (2022) Mechanical properties of affordable and sustainable ultra-high-performance concrete. Tahwia AM, Elgendy GM, Amin M (2021) Durability and microstructure of eco-efficient ultra-high-performance concrete. Lee JK (2016) Bonding behavior of lap-spliced reinforcing bars embedded in ultra-high strength concrete with steel fibers. Based on the evaluation results, in the case of utilizing hooks at the splice ends, the short splice length of 10ϕ proposed in this paper was sufficient to achieve reinforcement yield stress and maximum ductility when compared to a beam without splice and therefore recommended in UHPFRC. ![]() The experimental findings demonstrated that the Japan Society of Civil Engineers' (JSCE) splice length formula (≥ 20ϕ) was adequate to achieve steel rebar yielding and exhibit ductile behavior in UHPFRC beams. A four-point loading scheme with a shear span-to-depth ratio of 2.0 was used to test all beams. One beam was used as a control without a lap splice, the other beams were tested with suggested splice lengths of 10, 20, and 30 times the bar diameter based on UHPFRC design recommendations. A flexural test was performed on 15 UHPFRC beams that were prepared and configured to fail. According to UHPFRC design recommendations and current code provisions, the minimum effective lap splice length and validation of the safety of lap splice length design recommendations were studied. An experimental program was conducted to investigate the flexural behavior of UHPFRC beams with various lap splice lengths. The current study aims to evaluate the features of the tension lap splice in ultra-high-performance fiber-reinforced concrete (UHPFRC) beams.
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