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Application of a self-compacting ultra-high-performance fibre-reinforced concrete to retrofit RC beams subjected to repeated loading

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Abstract

The aim of this paper is to describe the performance of reinforced concrete (RC) beams retrofitted with a self-compacting ultra-high-performance fibre-reinforced concrete (UHPFRC) under three-point bend cyclic loading. It is found that retrofitting the RC beams with a thin UHPFRC strip on the tension face increases their endurance limit under a non-zero mean stress cyclic loading from approximately 40% to approximately 60% of their static three-point flexural strength. Moreover, the retrofitted beams behave as a composite structure, with no delamination of the retrofit strip being observed in any of the fatigue tests.

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Authors and Affiliations

  1. School of Engineering, Cardiff University, Cardiff, CF24 3AA, UK

    B S Al-Azzawi & B L Karihaloo

Authors
  1. B S Al-Azzawi
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  2. B L Karihaloo
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Correspondence to B L Karihaloo.

Appendix A

Appendix A

Applying the traditional transformed area methodology to the retrofitted RC beam subjected to the three-point bend cyclic load range 1.5–35 kN, it is found that the neutral axis lies at 91.3 mm from the extreme compression fibre and the second moment of area of the cross section is 56.08×106 mm4. Accordingly, at the lower load limit of 1.5 kN, the stresses in concrete extreme fibre, steel reinforcing bar and the extreme fibre of the retrofitting UHPFRC strip are 0.61, 1.47 and 0.75 MPa, respectively.

Assuming that the UHPFRC strip had reached its tensile strength of 12.02 MPa (Al-Azzawi and Karihaloo [25]) but not cracked at the upper load limit of 35 kN, the corresponding stresses in concrete would be 14.25 MPa and in the steel bar, 203.1 MPa. The cyclic stress range in the steel bar would be 201.63 MPa at a stress ratio of 1.47/203.1 = 0.0072. This cyclic stress range is very close to the allowable limit in the supplier’s data sheet (cyclic stress range 200 MPa and a stress ratio of 0.2 for a fatigue life in excess of five million cycles).

However, as noted in the text a major flexural crack formed in the UHPFRC strip in this cyclic load range after approximately 5000 cycles. The reduced tension carrying capacity of the UHPFRC strip can be estimated from its known stress–crack opening relation (Al-Azzawi and Karihaloo [25]), figure 19). At a crack opening of, say, 1 mm, the tensile strength of UHPFRC reduces from 12.02 to 9.86 MPa, so that its contribution to the tensile capacity of the retrofitted beam reduces from 42.07 to 34.5 kN and that of the reinforcing steel must increase to 30.53 kN, from 22.97 kN (figure 20). As a result the stress in steel increases to 269.93 MPa. The cyclic stress range in the steel bar is 268.46 MPa at a stress ratio of 1.47/269.93 = 0.0054, which is well in excess of the supplier’s recommended stress range of 200 MPa for this steel.

Figure 19
figure 19

Tensile stress–crack opening relation of UHPFRC corresponding to its size-independent specific fracture energy.

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Figure 20
figure 20

Contributions of retrofitting strip after it has cracked and of steel bar to tension under a mid-span load of 35 kN.

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Al-Azzawi, B.S., Karihaloo, B.L. Application of a self-compacting ultra-high-performance fibre-reinforced concrete to retrofit RC beams subjected to repeated loading. Sādhanā 43, 145 (2018). https://doi.org/10.1007/s12046-018-0876-0

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