Properties of Ultra-High Performance Fiber Reinforced Concrete with different types of steel fibers under axial tension

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Ultra-High Performance Fiber-Reinforced Concrete (UHPFRC) exhibits exceptional axial tensile strength and a plastic fracture behavior distinct from conventional fiber-reinforced concrete. This distinction arises from a strain-hardening phase, characterized by the formation of multiple, uniformly distributed microcracks and an increase in tensile stress beyond the cracking threshold. This study investigates the axial tensile performance of UHPFRC specimens reinforced with varying types and volumetric contents of fibers. Brass-coated corrugated steel fiber with length-to-diameter ratios of 15/0.3 mm and 22/0.3 mm, along with straight fiber with a ratio of 13/0.2 mm, were employed as dispersed reinforcements, with fiber content ranging from 1% to 3% by volume. The findings reveal that neither fiber type nor content significantly influences the cracking stress. However, the maximum tensile stress and fracture energy demonstrate a linear increase with the fiber factor, which integrates fiber volume fraction and geometric characteristics. For equivalent fiber factor values, both corrugated and straight fibers exhibit similar tensile stress, but corrugated fibers contribute to higher fracture energy. Based on the experimental results, an equation was derived to determine the minimum required fiber volume, given specific geometric properties, to achieve strain-hardening behavior under axial tension.

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作者简介

E. Matiushin

National Research Moscow State University of Civil Engineering

编辑信件的主要联系方式.
Email: matyushinev@mgsu.ru

Lecturer, Postgraduate Student 

俄罗斯联邦, 26, Yaroslavskoe Highway, Moscow, 129337

V. Soloviev

National Research Moscow State University of Civil Engineering

Email: solovevvg@mgsu.ru

Candidate of Sciences (Engineering), Associate Professor 

俄罗斯联邦, 26, Yaroslavskoe Highway, Moscow, 129337

参考

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2. Fig. 1. Schematic representation of the stress-strain diagram of UHPFRC under axial tension: stage 1 – elastic deformation region; stage 2 – transitions to the strain-hardening phase, characterized by the initiation and propagation of distributed microcracks and increase of tensile stress; stage 3 – material failure, marked by the onset of fiber pull-out from the concrete matrix and a reduction in stress capacity

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3. Fig. 2. Appearance of the specimen and testing apparatus (a) and schematic representation of the grips and geometric dimensions of the sample (b)

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4. Fig. 3. Stress-strain diagrams: a – mixtures with corrugated fiber with length of 15 mm; b – mixtures with corrugated fiber with length of 22 mm; c – mixtures with straight fiber

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5. Fig. 4. Relationship between σcc and χf (a) and relationship between σpc and χf (b)

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6. Fig. 5. Appearance of corrugated fiber after testing (a) and comparison of the nature of destruction of specimens with corrugated and straight fiber (b)

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7. Fig. 6. Relationship between gf,a and χf (a) and relationship between εpc and number of cracks (solid line for corrugated fiber, dotted line for straight fiber (b)

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8. Fig. 7. Сrack distribution in specimens with different volumetric content of 22 mm long corrugated fiber

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9. Fig. 8. Relationship between mean crack opening during strain hardening and fiber factor

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10. Fig. 9. Relationship between σpc/σcc and fiber structure parameter λ for distinct samples: a – mixtures with corrugated fiber; b – mixtures with straight fiber (own results and according to [1, 17, 18])

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