Study of Bond Strength of Steel Bars in Basalt Fibre Reinforced High Performance Concrete

Abstract

The paper presents the study on bond behaviour of steel bars. It reports the research conducted on local bond strength of short length specimens in high performance concrete (HPC) and basalt fibre reinforced high performance concrete (BFRHPC). In this study, the basalt fibre volume content, concrete cover, bar diameter and rib geometry are the main parameters. Further important factors are the directions of the casting and loading. Determining the effect of aforementioned main parameters on the bond strength in test series is required, in order to design reinforced HPC structures. The study of local bond strength in HPC and BFRHPC with five different basalt fibre fractions included tests of seventy-two short length specimens, using two concrete cover and two diameters of steel bars with different rib face angles. For different ranges of BFRHPC strength, relationships for bond strength with respect to the splitting tensile strength were obtained. The bond strength increased with the splitting tensile strength and compressive strength of BFRHPC specimens with the 12 mm and 16 mm bar respectively. The bond strength of BFRHPC was lower for the bar with the greater distances between the lugs on the bar.

1. Introduction

High performance concrete (HPC) has compressive strength above 80 MPa and low permeability. A serious disadvantage of this composite is brittleness, which increases with strength. Numerous researchers have revealed that steel and polypropylene fibres [1,2,3,4,5,6] or combinations of these fibres [7,8,9,10] can reduce the brittleness of HPC and significantly improve its tensile strength and fracture toughness, as well as its ductility.

Basalt fibres produced from molten basalt rock have very good strength properties, as well as high resistance to fire and alkaline environment, and at the same time are relatively cheap. These characteristics determine their use in concrete [11,12]. However, the cost in addition to the chemical and mechanical properties of basalt fibres vary, depending of the type and quality of the raw material and the production process of these fibres [13]. Nevertheless, the above-mentioned characteristics and an environmentally friendly manufacturing process [14] might determine their application in HPC structures, instead of the most commonly used steel and polypropylene fibres.

The research into basalt fibre reinforced concrete (BFRC) has largely been focused on fundamental mechanical properties, such as compressive, splitting tensile and flexural strength, as well as fracture toughness [11,12,14,15,16,17,18]. Fibre reinforced high performance concrete (FRHPC) is widely regarded as an excellent composite for use in sustainable construction [19,20,21]. However, optimum fibre dosages vary significantly in different types of concrete, such as geopolymeric concrete [5], normal strength concrete [14,17], high performance concrete [16,19,20,21] or ultra-high performance concrete [22,23,24,25]. Although the basalt fibre reinforced high performance concrete (BFRHPC) has good tensile strength, the rather poor ductility of this composite [19,20,21] means that concrete structures with basalt fibres should contain steel or other reinforcing bars to achieve the required performance and reliability. For this reason, a good interfacial bond of BFRHPC to steel bars is an important determinant of the interaction of these two materials in the structure.

Designing reinforced HPC structures with basalt fibres requires knowledge of the bond behaviour of steel reinforcement. Due to the high compressive strength, HPC elements have small cross-sections, and for this reason, the concrete cover and the failure mode are the most important parameters. When using fibres, knowledge about their impact on the bond behaviour and the possibility of replacing transverse reinforcement is very important [26]. In construction practice, the bar diameter, rib geometry, pouring direction of concrete and load direction are also relevant.

The bond strength between concrete and reinforcing bars in short lengths depends, among other factors, on the bar diameter, concrete strength and concrete cover. The theory of partly cracked thick cylinder proposed by Tepfers is the most comprehensive approach for determining the local bond, although it does not take into account the effect of deformation properties and the geometry of ribs in reinforcing bars [27]. This theory assumes that an uncracked concrete ring confines the cracked concrete and the reinforcing bar, and is resistant to bursting stresses radiating outwards from the bar at an angle of 45° to the bar axis. Soretz and Holzenbein [28] reported that the bonding action is different when the rib face angle is less than 30°, and they presented the dependence of the deformation pattern on the behaviour of local bond stress-slip as a function of the relative rib area. Darwin and Graham revealed that a bar with a smaller rib face angle results in lower bond strength [29]. Hwang et al. [30] determined the impact of silica fume on the splice strength of deformed bars embedded in high strength concrete (HSC) and noted that the bond strength of a beam at 10% cement replacement by silica fume was 15% lower than the beam bond strength with no silica fume addition. Tests carried out on beams with a long embedded length showed that the bond stresses differ significantly along the length [31]. Esfahani and Rangan [32] studied the bond strength in HPC concrete and estimated the maximum bond stress based on the results of short length specimens in which the distribution of the bond stresses at failure was almost uniform. Local bond equations were proposed in this investigation that can be used to determine the maximum bond stress at the ends of the splices. Holschemacher et al. [33] showed that the high brittleness of the composite does not adversely affect the bond behaviour of steel bars anchored in ultra-high strength concrete. The binding stiffness increased, due to the high elastic modulus and compressive strength of concrete. Eligehausen et al. [34] examined different failure modes of anchoring bars (pull-out, pry-out and splitting) in normal strength concrete. It was found that the various failure modes were influenced by different parameters, such as confinement, relative rib area, fibre addition, concrete cover and casting direction. Alkaysi and El-Tawil [35] performed pull-out tests to characterize the bond strength of a non-proprietary ultra-high performance concrete mixture, and revealed that the bond strength decreases with increased embedment length and increases with higher volume content of steel fibres.

2. Research Significance

Designing reinforced concrete structures is relied on the bond relationship between the concrete and the steel bar. However, investigations of the interfacial bond behaviour between BFRHPC and steel bars have not yet been published, and remain a pressing need. The experimental program described in this article fills this gap and aimed to quantify the bond strength between HPC and steel reinforcement for several important design parameters. To assess the effect of different parameters on the bond, the maximum bond stress was required, which was estimated from the test results of short length specimens and an almost uniform distribution of the bond stresses at failure. A total of 72 bar pull-out tests were performed with parameters including average bar coatings (43 mm, 93 mm), nominal bar diameter (12 mm, 16 mm) and fibre volume content (0%, 1%, 1.25%, 1.5%, 1.75% and 2%). The present study is part of an investigation on the bond strength in high and ultra-high performance concrete with the application of hybrid fibres. Several relationships for the bond strength with respect to the splitting tensile strength and fibre volume fractions of BFRHPC were suggested. In addition, the equations obtained in this study for determining the local bond strength can be used as the maximum bond stress at the ends of the splices.

3. Materials and Methods

HPC was made with general use Portland cement CEM I 52.5R (C) (CEMEX, Chełm, Poland), non-densified silica fume (SF) (Ironworks Łaziska, Łaziska Górne, Poland), tap water (W) and well-graded coarse and fine aggregates (CA, FA). The physical properties and chemical compositions of cementitious materials are summarized in

Table 1. Chemical compositions and physical properties of used cement and silica fume.

Composition (%)	Cement	Silica Fume
SiO2	19.99	85.0
Al2O3	4.19	-
Fe2O3	3.76	-
CaO	64.82	1.0
MgO	1.14	-
SO3	3.25	2.0
K2O	0.46	-
Na2O	0.24	3.0
Cl	0.07	0.3
Si	-	0.4
Loss on ignition	3.01	4.0
Insoluble matter	0.18	-
Specific surface area (cm2/g)	4839	150,000
Water demand (%)	30	-
Start of setting (min)	160	-
End of setting (min)	210	-
Compressive strength at 2 days (MPa)	40.3	-
Tensile strength at 2 days (MPa)	6.5	-

.

Superplasticizer CX ISOFLEX 793 (CEMEX Admixtures GmbH, Salzkotten, Germany) (Sp) based on polycarboxylate ethers was used in high dosage. The 12 mm lengths of chopped basalt fibers (Holtex, Rzgów, Poland) (BF) were used. The basalt fibre bundles are flat, approximately 1 mm wide and made of 13 μm diameter filaments. Other characteristics of the fibre were as follows: density 2.7 g/cm³, modulus of elasticity 70 GPa, tensile strength 1700 MPa and elongation at break 2.5%. The fibres used in this study are shown in Figure 1a. The ribbed bars, on which the bond strength was determined, were B500SP with diameters of 12 mm and 16 mm. Axial tensile tests were carried out on three specimens for each diameter of reinforcing bars (Figure 1b).

The measured yield strength, tensile strength, elastic modulus, ultimate tensile strain and minimum relative rib area of 12 mm and 16 mm were 605 MPa, 691 MPa, 203 GPa, 33%, 0.040 mm² and 622 MPa, 716 MPa, 211 GPa, 27%, 0.056 mm² respectively. In order to measure the rib geometries, the reinforcing bars were longitudinally sliced. The rib face angle in the 12 mm and 16 mm bars was between 37° and 73°, as well as 44° and 73°, correspondingly. The measured distances between the ribs for the above-mentioned bars were from 3 to 6 mm and from 6 to 12 mm, respectively.

HPC specimens used in this investigation were cast with a 0.28 water-binder ratio. The silica fume had a specific surface of 15 m²/g. The basalt coarse aggregate (CA) had a maximum size of 5 mm, fineness modulus of 5.92 and compressive strength of 196 MPa. The fine quartz sand aggregate (FA) had a maximum particle size of 2 mm and fineness modulus of 1.84. The quantities used in the reference mixture were as follows: cement—670.5 kg/m³, silica fume—74.5 kg/m³, coarse aggregate—990 kg/m³, fine aggregate—500 kg/m³, water—210 L/m³, and superplasticizer—20 L/m³. The reference mixture HPC-B0 did not contain any basalt fibres. The following five contained fibres with an aspect ratio of l/d = 923 and percentage ranging from 1% to 2% were made with a reduced quartz sand amount equal to the weight of the added fibres. A summary of the all mixture types in this work is shown in

Table 2. Test mixture proportions.

Designation	C (kg/m3)	SF (kg/m3)	CA (kg/m3)	FA (kg/m3)	W (L/m3)	Sp (L/m3)	BF
							(kg/m3)	(%)
HPC–B0	670.5	74.5	990	500	210	20	0	0
HPC–B1	670.5	74.5	990	473	210	20	27	1
HPC–B1.25	670.5	74.5	990	466.25	210	20	33.75	1.25
HPC–B1.5	670.5	74.5	990	459.5	210	20	40.5	1.5
HPC–B1.75	670.5	74.5	990	452.75	210	20	47.25	1.75
HPC–B2	670.5	74.5	990	446	210	20	54	2

.

Two different types of deformed bars with nominal diameters of 12 mm and 16 mm were used in pull-out tested specimens. Seventy-two specimens in six series were produced and examined. All the specimens were cast parallel to the steel bar fixed vertically in the mould according to the pre-adopted position of the bar. Thirty-six specimens were made for each bar using six different basalt fibre contents of 0%, 1%, 1.25%, 1.5%, 1.75% and 2%. There were three specimens for each combination of c_y/ϕ_b and fibre content. The ratios of the side cover to the bottom cover of the concrete (c_x/c_y) were 1 and 2.1. The details of the pull-out test specimens and test set-up are shown in

Table 3. Details of test specimens.

Bar Diameter ϕb (mm)	Bottom Concrete Cover, cy (mm)	Side Concrete Cover, cx (mm)	Embedded Length, le (mm)	cy/ϕb	Number of Specimens
12	94	94	60	7.83	18
12	44	94	60	3.67	18
16	92	92	80	5.75	18
16	42	92	80	2.63	18

and Figure 2.

To investigate the bond behaviour of steel bars embedded in HPC and BFRHPC, a pull-out test was carried out. A pull-out load was applied using the MTS 319.25 servo-hydraulic testing machine (MTS, Eden Prairie, MN, USA) with a maximum flexural load capacity of 250 kN under displacement control, with a rate of 1 mm/min during testing. The LVDT was used to measure bond slip between the reinforcing bar and the HPC/BFRHPC at the loaded end. In all specimens, longitudinal cracking of the concrete cover occurred over the anchorage length of the reinforcing bars before failure. All the specimens failed due to splitting of concrete.

For each casting, seventy-two 100 mm × 100 mm × 100 mm HPC cubes were made to determine the compressive and splitting tensile strength. These strength tests were carried out using an Advantest 9 load-controlled universal press (CONTROLS, Milan, Italy) of 3 MN capacity. The average of six measurements was recorded as the compressive and splitting tensile strength of each HPC. Eighteen 100 mm × 100 mm × 500 mm beam specimens were made to set the flexural strength. The bending tests were subjected to three-point loading using the MTS 319.25 press (MTS, Eden Prairie, MN, USA). The beam specimens were supported on two rolls spaced at a distance of 300 mm and then were loaded at the midspan. The flexural tests used deflection as the control signal at a rate of 0.05 mm/min. The average of the flexural strength of three beam specimens was reported for each HPC.

4. Results and Discussion

4.1. Hardened State Properties

Table 4. Mechanical properties of high performance concretes (HPCs).

Property	HPC–B0	HPC–B1	HPC–B1.25	HPC–B1.5	HPC–B1.75	HPC–2
Compressive strength (MPa)	135.5	112.1	112.3	116.4	111.1	105.3
SD (MPa)	1.85	1.31	1.31	1.17	1.38	1.21
CV (%)	1.36	1.17	1.17	1.00	1.24	1.15
Ratio	1.00	0.83	0.83	0.85	0.82	0.78
Splitting tensile strength (MPa)	6.4	8.0	9.0	9.6	7.9	7.7
SD (MPa)	0.15	0.21	0.29	0.19	0.11	0.23
CV (%)	2.34	2.62	3.22	1.98	1.39	2.99
Ratio	1.00	1.25	1.41	1.50	1.23	1.20
Flexural strength (MPa)	6.0	10.1	10.8	12.4	11.5	12.2
SD (MPa)	0.15	0.23	0.39	0.29	0.21	0.33
CV (%)	2.50	2.28	3.61	2.34	1.83	2.70
Ratio	1.00	1.68	1.80	2.07	1.92	2.03

gives the results of the compressive strength, splitting tensile strength and flexural strength for all HPC at 28 days, with standard deviations (SD) and coefficients of variation. The ratio of plain HPC strength to basalt fibre reinforced HPC strength are also presented.

The results indicate that the basalt fibre volume content influenced the compressive strength in fibre content range considered from 0% to 2%. The compressive strength of HPC was reduced by 15–22%, with an increase in the fibre volume fraction with comparison with that of HPC without fibres. This can be clarified by higher porosity in the fibre reinforced concrete due to the air infiltration during the mixing procedure of the fibres and concrete [36]. Additionally, it was observed that basalt fibres can absorb water from the cement paste, and reduce the HPC fluidity and compressive strength [19]. Although the addition of basalt fibres resulted in a decrease in compressive strength, they noticeably enhanced the toughness of the HPC under compression. The literature also suggests that the primary benefit of basalt fibres in concrete under compression is the change from a brittle failure mode to a more ductile mode [11,14,16,17].

It can be noticed that the tensile splitting and flexural strength of BFRHPC is always greater than these of HPC for the reason that basalt fibres act as crack-arrestors. Such an action may be assigned to the basalt fibres role in gradually filling micro-cracks, which leads to increased bonding in high performance concrete microstructure, and, consequently, to higher splitting tensile strength and flexural strength.

The addition of basalt fibre to normal strength concrete can significantly increase its splitting tensile and flexural strength. Jiang et al. [11] revealed that basalt fibres with 12 mm length and between 0.30% and 0.5% by volume content increased the flexural strength and splitting tensile strength of normal strength concrete by 9.58% and 24.34%, respectively. Kabay [37] obtained 10.3% increase in flexural strength when 2 kg/m³ and 4 kg/m³ basalt fibres were added to normal strength concrete. Çelik and Bingöl [38] stated that the addition of basalt fibre at 0.20% volume content increase flexural strength of self-compacting concrete 11.58%. On the other hand, the highest splitting tensile strength was observed at 0.30% basalt fibre content, which increased by 12.78% according to the plain specimen.

The maximum values of split tensile and flexural strength were reached for HPC with 1.5% basalt fibre fraction. It was found that its tensile strengths compared to reference mixture increased by 50% and 106.67%, respectively. The decreases in average split tensile and flexural strength of HPC with 1.75% and 2% basalt fibre contents may be related to the variable distribution of fibres and the tendency to group them in these mixtures. Çelik and Bingöl [38] also observed a reduction in the flexural strength of self-compacting concrete with an increase in the addition of basalt fibres from 0.2% to 0.25%. They found that may be due to the fact that the low flexibility of basalt fibres caused the formation of larger voids in the concrete and deteriorated the distribution of fibres.

Concerning the tensile strength results, the flexural strength exhibited more variability and much higher results than splitting strength. Considering the CV values given in Table 4, it can be observed that the addition of basalt fibres did not increase the error indicators.

Çelik and Bingöl [38] studied normal strength concrete with basalt fibres with a volume fraction of 0.30% at 28 days. Based on micrographs analyses, it was noticed that there are voids between basalt fibres and cement paste, which reduce fibre-matrix bond and, as a consequence, rather brittle post-cracking behaviour occurs in basalt fibre reinforced composites. Branston et al. [14] also found that the density of cement on the basalt fibre surface decreases considerably after nine months. However, high performance concrete is characterised by a dense interfacial transition zone (ITZ), and behaves differently to normal strength concrete. Wu et al. [39] performed microstructure analyses of the steel fibre in ultra-high performance concrete matrix, calculated changes in porosity with the distance from the edge of the fibre and found that the porosity decreased as the distance from the edge of the fibre increased. The porosity around the fibre at 50 μm was 47% lower than the porosity at 10 μm from the fibre edge. On this basis, it can be assumed that the porosity of high performance concrete with basalt fibres will also grow with increasing fibre content, and smaller distances between the fibres, which consequently results in a decrease in HPC strength.

4.2. Bond Strength Versus Fibre Content Relationship

The average values of bond properties are summarized in

Table 5. Summary of pull-out test results.

Designation	Vf (%)	fc (MPa)	ϕb (mm)	le (mm)	cy (mm)	cx (mm)	Fmax (kN)	τb (MPa)	δm (mm)	τb* (MPa)
HPC–B0	0	135.5	12	60	94	94	26.01	11.5	1.66	0.99
					44	94	23.07	10.2	2.16	0.88
			16	80	92	92	61.12	15.2	3.77	1.31
					42	92	52.28	13.0	3.58	1.12
HPC–B1	1.0	112.1	12	60	94	94	26.69	11.8	3.52	1.11
					44	94	26.01	11.5	4.47	1.09
			16	80	92	92	49.46	12.3	4.53	1.16
					42	92	45.44	11.3	5.67	1.07
HPC–B1.25	1.25	112.3	12	60	94	94	29.41	13.0	5.90	1.23
					44	94	28.05	12.4	6.56	1.17
			16	80	92	92	50.27	12.5	5.62	1.18
					42	92	44.64	11.1	5.25	1.05
HPC–B1.5	1.5	116.4	12	60	94	94	34.38	15.2	5.95	1.41
					44	94	29.18	12.9	8.33	1.20
			16	80	92	92	53.48	13.3	6.77	1.23
					42	92	45.44	11.3	6.31	1.05
HPC–B1.75	1.75	111.1	12	60	94	94	40.49	17.9	5.99	1.70
					44	94	30.31	13.4	7.32	1.27
			16	80	92	92	57.50	14.3	5.69	1.36
					42	92	48.25	12.0	6.72	1.14
HPC–B2	2.0	105.3	12	60	94	94	46.37	20.5	6.23	2.00
					44	94	33.02	14.6	4.24	1.42
			16	80	92	92	63.54	15.8	7.89	1.54
					42	92	48.66	12.1	6.73	1.18

V_f = volume content of fibre, f_c = mean value of compressive strength, ϕ_b = bar diameter, l_e = embedded length, c_y, c_x = bottom and side concrete cover, F_max = maximum pull-out load, τ_b = bond strength, δ_m = mean value of displacement at peak load, τ_b^* = normalized bond strength, ${\tau }_b^{*}={\tau }_b/\sqrt{f_c}$.

. The bond strength was calculated as the achieved pull-out force divided by the initial surface area of the embedded bar by means of the relation T_b = F_max/πϕ_bl_e where F_max is the maximum force in the bar at bond failure in the specimen. It is important to note that splitting failure mode did represent a bond failure in all the HPC specimens.

Table 5 shows the increase in nominal and normalized bond strength with increasing basalt fibre volume content up to 1.5%. This is caused by that since the deformed steel bar provides bonding through interlocking between the rebar lugs and the surrounding concrete, the bond strength increases with increasing strength of the surrounding high performance concrete [40]. In addition, the average displacement at peak load increased when the basalt fibre content increased, similar to the bond strength. The average normalized bond strength from all tested series was obtained as 1.2. The fibre content had a significant impact on this value. It can be seen that the normalized bond strength was twice as high in concrete with 2% fibre content, as compared to plain HPC.

Figure 3 compares the bond strength versus the fibre content relationships using two different c_y/ϕ_b relations for two bar diameters ϕ_b, namely 12 mm and 16 mm. The error indicator denotes the standard deviation.

The comparison of the results in Figure 3a shows that, for different values of c_y/ϕ_b, the bond strengths of the 12 mm bar increase with a growing basalt fibre content, and with an increasing concrete cover. The bond strengths of HPC-B0 were 11.5 MPa with the central position of the bar in the specimen and 10.5 MPa with the bar positioned halfway between the centre and the edge of the specimen and of BFRHPC provided an improvement at each volume fraction. The bond strength improvement of the 12 mm bar located axially in the specimens and pulled-out of BFRHPC ranged from 2.6% to 78.3% at the volume fractions from 1.0% to 2.0%, as well as form 12.7% to 43.1% for the eccentric pulled-out bar from BFRHPC at the same fractions. In contrast, the bond strength of the 16 mm bar falls when the fibre content is 1–1.25% (Figure 3b). The decreases ranged between 6.9% and 13.1% for an eccentric bar and reduced with higher fibre content. A similar downward trend in the range of 5.9–19.1% was maintained for the centrally located bar. Only for the 2% fibre volume fraction a slight 3.9% increase in the bond strength was noted. In the case of concrete without fibres, the bond strength was greater for the 16 mm bar in the range of 24.3–27.4%. This can be explained by the larger rib face angle between 44° to 73° of the 16 mm bar than in the 12 mm bar with a rib face angle from 37° to 73°. The lower values of bond strengths of BFRHPC for the 16 mm bar can be clarified by the larger distances between the ribs from 6 to 12 mm, compared to the 12 mm bar, in which these distances are between 3 to 6 mm. At larger distances between the lugs on the bar, the short basalt fibres could be oriented parallel to the bar between the ribs causing faster bond failure occurring, as a result of shearing off and crushing the concrete. This effect was observed for the smallest concrete cover. This indicates that the bond strength of the steel bar depends on the HPC strength. The BFRHPC compressive strength used in this study was 15–22% lower, compared to the concrete without fibres, and the splitting tensile strength was 20–50% higher.

4.3. Bond Strength Versus Splitting Tensile Strength Relationship

Figure 4 presents the bond strength versus splitting tensile strength relations for test series, using two different types of bars within a limited range of basalt fibre percentages.

The error indicators denote the standard deviations both the bond strength (0.24–0.49 MPa) and splitting tensile strength (0.15–0.29 MPa). The given relationships were proposed for basalt fibre content between 0% and 1.5%, due to problems with proper fibre distribution at 1.75% and 2% fibre volume contents, which resulted in a significant reduction of 18.8% in splitting tensile strength of BFRHPC. As can be seen in Figure 4, the values of BFRHPC bond strength for test with the 16 mm bar test are higher in the range of 4.2–32.2% than the bond strength in the 12 mm bar for the 0–1% fibre volume fraction. On the other hand, with fibre contents of 1.25–1.5%, it can be seen that the 12 mm bars were characterized by higher bond strengths in the range of 4–14.3%. It can be reported that the bond strength for the 12 mm bar increases when the BFRHPC splitting tensile strength growths. In contrast, the bond strength for the specimens with the 16 mm bar is higher when the concrete compressive strength growing (see Table 4). This is probably due to different geometry of the ribs in the 16 mm bar, as well as a different orientation of the fibres around the larger diameter bar, which may cause local sliding surfaces resulting in less values of the bond strength. Therefore, the extent of the concrete crushing in front of the ribs decreased as the compressive concrete strength increased.

4.4. Bond Strength Versus Ratio of Concrete Cover to Bar Diameter Relationship

The values for the bond strength of BFRHPC are shown in Figure 5 as a function of c_y/ϕ_b ratio. Linear regression leads to the relationships of the concrete cover to bar diameter ratio versus bond strength given in

Table 6. Ratio of concrete cover to bar diameter—bond strength relationship of basalt fibre reinforced high performance concrete (BFRHPC).

Designation	Equation	Reduced Chi-Square	Adj. R-Square
HPC–B1	${\tau }_b=0.122\frac{c_y}{{\varphi }_b}+11.117$	0.165	0.420
HPC–B1.25	${\tau }_b=0.299\frac{c_y}{{\varphi }_b}+10.773$	0.239	0.749
HPC–B1.5	${\tau }_b=0.667\frac{c_y}{{\varphi }_b}+9.862$	0.310	0.920
HPC–B1.75	${\tau }_b=1.063\frac{c_y}{{\varphi }_b}+9.102$	0.611	0.937
HPC–B2	${\tau }_b=1.483\frac{c_y}{{\varphi }_b}+8.379$	1.060	0.971

. The test data for two different bars are grouped together in the analysis.

In general, the bond strength values for the BFRHPC specimens improved with increasing the basalt fibre content and c_y/ϕ_b ratio. For the 12 mm bars and c_y/ϕ_b ratios of 3.67 and 7.83, the bond strength increased by 27% and 73.7%, respectively, when the fibre volume content increased from 1% to 2%. For the 16 mm bars and c_y/ϕ_b ratios of 2.63 and 5.75, specimens containing 1% basalt fibres showed, in sequence, 6.6% and 22.1% lower bond strengths than specimens with 2% fibres. This seems to confirm the regularity that the bond strength depends on the quantity of fibres available to bridge any cracks formed under loading. Comparing the average bond strengths obtained for the 12 mm and 16 mm embedded bars, while maintaining a similar concrete cover and 2% fibre content, it was observed that the bond strength is up to 29.7% higher for a bar with a smaller diameter. Similar trends were noted for the remaining fibre volume fractions 1–1.75%. It can be also concluded that suggested linear relations agree very well with the test results. The recorded bond strength values differed most at the lowest fibre content of 1% and 1.25%, especially at greater concrete cover, which justifies further research.

5. Conclusions

The objective of this study was to investigate the bond strength between basalt fibre reinforced high performance concrete and deformed steel bar. Simple pull-out tests were carried out at two different bar diameters, two concrete covers, two embedment lengths and six fibre volume contents. Seventy-two short length pull-out specimens were tested at 28 days. Based on this investigation, the following main conclusions were drawn:

• The compressive strength of HPC worsened with increasing basalt fibres volume fraction. The compressive strength ranged from 15% to 22% lower for the fractions from 1% to 2%.
• The splitting tensile strength and flexural strength of BFRHPC significantly improved with the addition of basalt fibres at various volume contents. The splitting tensile and flexural strength showed a maximum at 1.5% fibre content but slight decreases at 1.75% and 2% contents, compared to 1.5% still remaining 23% and 20% higher, as well as 92% and 103% higher than before the fibre’s addition.
• Changes in basalt fibre content between 1% and 2% resulted in differences between 7% and 74% in the bond strength achieved. Similar differences in bond strength were observed after normalization, suggesting that the bond strength depends more on the quantity of fibres available to bridge any cracks forming under load, rather than the differences in compressive strength of BFRHPC.
• The bond strength for the same bar diameter and fibre volume content improved from 3% to 40% with a two-fold concrete cover, suggesting that the bond strength is dependent on the fibre orientation in the concrete cover area.
• The relationships obtained for BFRHPC predict the bond strengths accurately.