PSI - Issue 70

Abutu Simon John Smith et al. / Procedia Structural Integrity 70 (2025) 59–66

61

compressive reinforcement steel of 2Φ6.5 and shear reinforcement steel of Φ6.5. The beams were cured using normal water curing for 28 days at a room temperature of 20±5 o C.

Table 1. Mix ratio of the UHPFRC-CA Materials

UHPFRC-CA (2% vol.)

UHPFRC-CA (3% vol.)

P.O 52.5 Cement P.C 42.5 Cement Quartz sand (≤1mm) Gravel (5-10mm)

1

1

0.6999 1.9999 0.8948 0.2999 0.2895 0.0488 0.3606

0.6999 1.9999 0.8948 0.2999 0.4387 0.0488 0.3606

Silica fume Steel fibers

Super plasticizer

Water

Fig. 1. Beam’s longitudinal -cross section

Fig. 2. Setup of the experiment

Table 2. The different beam samples Beam specimen a / d

V f (%)

Steel fiber Straight Hooked-end

BS/2/2.82 (control beam)

2.82 2.82 2.82 2.08

2 2 3 2

BH/2/2.82 BS/3/2.82 BS/2/2.08

Straight Straight

The beams were subjected to shear loading under four point loading configuration as shown in Figure 2 based on GB/T 50152 to investigate their crack behavior as influenced by shape of steel fiber (straight or hooked-end), volume of steel fiber ( V f as 2% or 3%) and shear span-depth ( a /d) ratio (2.82 or 2.08). The beams were described with the following abbreviations as presented in Table 2 to show their differences: B represents UHPFRC-CA beam, S or H represents straight or hooked-end steel fiber, 2 or 3 represents 2% or 3% volume of steel fiber, and 2.82 or