assessment on the mechanical performance of …f a bv f cv f p.s. song et. al. [18] hooked-end 64...

BEFIB2012 – Fibre reinforced concrete

N. N. Sarbini et al.

© UM, Guimarães, 2012

ASSESSMENT ON THE MECHANICAL PERFORMANCE OF STEEL FIBRE REINFORCED CONCRETE USING FIBRES GEOMETRICAL

FACTOR

Noor Nabilah Sarbini*, Izni Syahrizal Ibrahim

† and A Aziz Saim

†

* Faculty of Civil & Environment Eng., Universiti Malaysia Pahang, Lebuhraya Tun Razak

26300 Gambang, Kuantan, Pahang, Malaysia E-mail: [email protected], web page: www.ump.edu.my

† Dep. Of Structures and Material, Faculty of Civil Eng., Universiti Teknologi Malaysia

81310 Skudai, Johor, Malaysia E-mail: [email protected], [email protected], web page: www.civil.utm.my

Keywords: Steel fibre reinforced concrete, mechanical performance, geometrical factor, volume fraction, fibre reinforcing index.

Summary: This research investigate fibres geometrical factor to the performance of steel fibre reinforced concrete. For this purpose, three types of hooked-end deformed steel fibres with 33 mm, 50 mm and 60 mm length were chosen as a compliment with C40 grade concrete. These types of steel fibres were chosen based on their frequent use in various research investigations as well as the industrialisation program. The steel fibres were identified as SF60, SF50 and SF33, and for each length, the volume fraction were gradually increased from 0% and up to 2% with 0.25% increment. This give a total of 24 batches for SFRC with different volume fraction and aspect ratio, and one batch of plain concrete as a control. The research methodology focused on assessed the mechanical performances of SFRC based on compressive, splitting tensile and flexural behaviour compared with plain concrete. Correlations between factor of fibres geometry as well as concrete strength were proposed as a reliable benchmark to assist SFRC investigators in the future works. Reliabilities of the proposed correlations were made based on the comparison with other previous models. The proposed correlation equations give pattern approaching the experimental data and strong coefficient of determination.

1 INTRODUCTION

Incorporation of steel fibres into plain concrete introduced increasingly well-known composite material called steel fibre reinforced concrete (SFRC). The performance of SFRC to increase the plain concrete capacity gives great impact for many of research development and towards the industrial application. Nevertheless, this promising performance greatly influenced upon several factors. The factors are: concrete strength, water-cement ratio, type/geometry of fibre, fibre aspect ratio, fibre tensile strength, fibre density, volume fraction and etc. [4, 5, 13, 19].

The concrete strength influenced to SFRC had been investigated by few researchers such as A. R. Khaloo et. al. [1] and J. Thomas et. al. [13]. The concrete grade ranging from normal, medium and high strength concrete with varied w/c were selected in their study to see the performance pattern of SFRC. At the end of their works, they come out with observations that normal grade concrete shows higher splitting tensile and flexural enhancement compared to medium and high strength concrete, with w/c is less influenced to the performance of SFRC. Therefore, in this current works the w/c has been fixed using single concrete design mix and normal grade concrete of C40 has been selected to optimize the performance of SFRC.

Unlike concrete strength, the influenced of fibre geometry have been a great concerned by many

mailto:[email protected]

BEFIB2012: Noor Nabilah Sarbini, Izni Syahrizal Ibrahim and A Aziz Saim

2

previous researchers [7, 9, 12, 14, 17, 22, 23]. The types of fibre varied from straight, corrugated, waved, hooked-end anchorage or flat. Different types of fibres give unique performance when added into concrete elements. This promoted that one fibre may not suitable to one concrete element, but will suitable to other concrete element. Among the types of steel fibre, hooked-end deformed anchorage conveys the foremost interaction with concrete, when dealt with both pre- and post-cracking performance of SFRC [4, 5, 14]. Furthermore, applications in the research and industrial work shows that steel fibres with hooked-end deformed are most preferable [1, 5, 6, 7, 8, 9, 14, 21, 22]. Therefore, hooked-end deformed steel fibres were chosen in this current work.

The hooked-end deformed steel fibres itself available in various absolute length, diameter and texture. In order to cater with various absolute length and diameter, various aspect ratio [12, 14, 22, 23] and fibre reinforcing index [7, 9, 14, 17] were used throughout this research program. The aspect ratio is a ratio of fibre length to its diameter (L/D), while fibre reinforcing index is an interaction between aspect ratio and volume fraction (Vf) which is also known as a function of RI = Vf(L/D). The texture of the hooked-end deformed steel fibres is not taken into consideration in this research as only the smooth ones are available. The tensile strength of the steel fibres used in this research also varied where higher tensile capacity from the shortest fibres and the lowest from the longest fibres.

In order to cater with fibre density and volume fraction influenced to the performance of SFRC, all fibres undergo density test and various amount of volume fraction was considered. Basically, most of available literatures on hooked-end deformed steel fibre were developed based on either single aspect ratio with small range of volume fraction or if more than one aspect ratio is considered, it is very uncommon to be reported, and if any, the small range of volume fraction is the restriction [22]. Therefore, this research concern on considering various aspect ratio and larger scope of volume fraction (L/D = 80, 67 & 60, while Vf = 0.25, 0.50, 0.75, 1.00, 1.25, 1.50, 1.75 & 2.00%).

The mechanical performance of SFRC studied in this research was the cube compressive strength, fcu, splitting tensile strength, fct and flexural strength, ft. The relative performance is an indicator to evaluate the performance of SFRC as compared with plain concrete. Later in the mathematical derivation, the difference of strength between SFRC and that of a plain concrete was determined; also known as the percentage of fx/fx,o, where fx is either fcu, fct or ft. Statistical analysis was evaluated to pattern the strength enhancement within the groups of aspect ratio followed by the correlation among the different mechanical properties. Comparison has also been made for the proposed correlations with several regression equations and previous proposed equations by other researchers [1, 12, 13, 15, 22].

Table 1 shows several regression models on predicting the strength performance of SFRC. A. R. Khaloo et. al. [1] estimates fct and ft as a function of square root of concrete compressive strength and quadratic contribution from steel fibre volume fraction. I. S. Ibrahim et. al. [8] collected data from other investigators and proposed equation to estimate fct and ft values from fcu. However, the SFRC strength contribution will not only be predicted from their own compressive strength, as other factors will contribute to the performance of SFRC.

Through previous work carried out by J. Gao et. al. [12], they predicted the fct and ft of SFRC based on linear contribution from two parts: (i) interaction from concrete stress-volume fraction, and (ii) concrete stress-fibre reinforcing index. The two linear parts was combined to predict the fct and ft of SFRC. However, J. Thomas et. al. [13] found that SFRC strength was contributed by three main components: (i) compressive strength of plain concrete, (ii) concrete strength-fibre interaction, and (iii) single interaction of fibre reinforcing index.

M. Ramli et. al. on the other hand [15] estimates SFRC strength from quadratic interaction of volume fraction. P.S. Song et. al. [18] however modelled the SFRC strength contributed from concrete strength given in the first term in their equation while fibre volume fraction is a quadratic interaction given in the second and third terms in the equation. However, this works will not be discussed here due to its high-strength concrete restriction. On the other hand, S. Yazici et. al. [22] estimates the SFRC strength based on the L/D and Vf. Statistical equations proposed by A. R. Khaloo et. al. [1], J. Gao et. al. [12], J. Thomas et. al. [13], M. Ramli et. al. [15] and S. Yazici et. al. [22] will be used as


3

comparisons in the current work. Although numerous works had been carried out to predict the strength of SFRC, there are still limitations to relate them with fibre aspect ratio and volume fraction. Therefore, the aim of this research is to take into account these two important parameters; fibre aspect ratio and volume fraction to predict as accurate as possible the strength of SFRC.

Table 1 : Previous regression models

Author(s) Type of Fibre

Fib

re A

sp

ect

Ra

tio

, L

/D

Volu

me

Fra

ction,

Vf Specimen Size (mm)

General Regression Models for prediction of fct and ft

Splitting Tensile

Test

Flexural Test

A. R. Khaloo et.

al. [1] Hooked-End 58

0.5-1.5

150300 cylinder

150150

500 21 ffcu BVAVff

I. S. Ibrahim et.

al. [8] Hooked-End 80

0.5-1.25

150300 cylinder

100100

500 B

cufAf )(

J. Gao et. al. [12]

Rectangular 46 58 70

0.6-2.0

100100

100 cube

100100

400 DLBVVAff ffplain /1

J. Thomas et. al. [13]

Hooked-End 55 0.5-1.5

150300 cylinder

100100

500 CRIRIfBfAf cucu

M. Ramli et. al. [15]


100200 cylinder

100100

500

2

ff CVBVAf

P.S. Song et. al. [18]


150300 cylinder

100100

530

2

ffcu BVAVff

S. Yazici et. al. [22]

Hooked-End 45 65 80

0.5-1.5

150150

150 cube

100100

600 fCVDLBAf )/(

* A, B and C are coefficients

2 TEST PROGRAM

The test program involved three types of hooked-end (HE) deformed industrialised steel micro-fibres of HE0.75/60, HE0.75/50 and HE0.55/33; represented here SF60, SF50 and SF33 based on their respective length. This gives aspect ratios of 80, 67 and 60 with its tensile strength of 1100, 1200 and 1250 MPa, respectively (Table 2). Density test have also been carried out to determine the exact density for each type of fibre. As given in Table 2, SF33 and SF50 show higher density of more than

7850 kg/m3

(for steel). However, for SF60 they were lower than the density of steel ( 7850 kg/m3).

This may be due to the mixing composition where SF60 was a mixture of steel and aluminium. Even though different values were gained, the actual densities were used to calculate the exact amount of fibres to be added into the concrete. Plain concrete (without adding any steel fibre) was also prepared

as the control specimen. For each SFRC batches, seven cubes (150 150 150 mm), six cylinders

(150 dia. 300 height mm) and three prisms (150 150 750 mm) were prepared to determine its mechanical properties. The type of cement was an ordinary Portland cement (OPC) Type I with 47% fine aggregate passes the 600 μm sieve and coarse aggregate of < 10mm size. The type of super-plasticizer used was RHEOBUILD 1000 for workability at fresh state (Table 3).


4

Table 2 : Steel fibre properties

Properties SF60 SF50 SF33

View

Length, mm 60 50 33

Diameter, mm 0.75 0.75 0.55

Aspect ratio, L/D 80 67 60

Density, kg/m3 7466 7879 7955

Tensile strength, MPa 1100 1200 1250

Table 3 : Concrete mix composition

Design Concrete

Compressive Strength, (N/mm

2)

Fine Aggregate

(kg/m3)

Coarse Aggregate

(kg/m3)

Water, w (kg/m

3)

Cement, c (kg/m

3)

w/c Super-

Plasticizer (kg/m

3)

40 400 1011 762 230 0.58 0.8

After 24 hours from casting, specimens were remoulded and cured in water tank at control

temperature until the test day. The concrete compressive cube test was carried out at 7 and 28 days, while the cylinder splitting tensile test was carried out at 28 days. Both tests were carried out using Instron automatic compression machine at a pace rate of 6.80 m/s and 2.10 m/s, in accordance to BS EN 12390-3 2009 [2] and BS EN 12390-6 2009 [3], respectively. The third-point loading test was carried out on prism at 28 days with three linear variable differential transformers (LVDTs) were positioned at mid-span and end supports to monitor the deflection. Loading was applied gradually at mid-span until failure using a hydraulic acceleration testing machine, in accordance to JCI-SF [10].

3 EXPERIMENTAL RESULTS

3.1 SFRC Rheology at Fresh State

Figure 1 : Relationship between concrete slump and volume fraction, Vf

Rheology at fresh state is referred to SFRC properties during casting, which is the concrete slump. Figure 1 shows the relationship between the concrete slump values with their particular volume fraction. The design slump was between 30 mm and 60 mm. The relationship shows that the slump values varied between 50 mm and 0 mm, where it decreases as the volume fraction increases. SF60


5

shows good workability compared with the other fibres. The design slump was obeyed up to Vf = 1.00% with the value at that particular volume fraction was 32 mm. Beyond that volume fraction the design slump started to decrease. SF50 shown a slightly reduced performance in terms of the workability compared to SF60. As soon as Vf = 0.75%, the slump value had already reached lower slump design value, followed by the same performance for Vf = 1.00%, before decreasing to 0 mm slump at Vf = 1.75% and Vf = 2.00%. On the other hand, SF33 had the worse workability because the slump reached a lower value as soon as Vf = 0.50%.

3.2 Cube Compressive Strength

Figure 2 shows the relationship at 28 days between fcu and Vf for SF60, SF50 and SF33 plotted with 95% confidence interval (CI). For each Vf, three cubes were tested. Basically, the data distributed into a scatter manner with fcu ranged between 38.2 and 44.9 N/mm

2, 38.2 and 44.6 N/mm

2, and 36.2

and 42.3 N/mm2 for SF60, SF50 and SF33, respectively. Further explanation is referred to Figure 3 of

relative performance versus Vf. The graph shows that, cube compressive performance of SFRCs varied for -6% to 11%, -6% to 9% and -11% to 4% for SF60, SF50 and SF33, respectively.

Figure 2 : Relationship between cube compressive strength, fcu and volume fraction, Vf with 95%-CI

Figure 3 : Graph of relative performance vs. volume fraction, Vf

The variations plotted in Figure 3 demonstrate that addition of steel fibres into plain concrete give minimal influence to the performance of cube compressive strength. However, at higher volume fraction, steel fibres do contributed to the improvement of the cube compressive failure due to its intact between fibres and matrix strength (Figure 4). The improvement is represented by their mode of failure, but will not increase the corresponding load of failure.


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Figure 4 : Mode of cube compressive failure

3.3 Splitting Tensile Strength

Figure 5 shows the relationship between the splitting tensile strength and volume fraction with plain concrete (Vf = 0%) as the reference value. The figure was considering splitting tensile performance SFRCs among different class of aspect ratios. As can be seen from the graph, the strength increases as soon as the fibre was added into the concrete mix for all types of fibres. SF60 shows the highest strength improvement followed by SF50 and SF33 before it dropped at certain volume fraction. As we are concern on fibre geometrical factor, Figure 6 shows the influence of fibre reinforcing index, Vf(L/D) to the performance of splitting tensile strength of SFRC. All data were plotted and mixed together without differentiating between one another in order to clearly show the behaviour of all steel fibres. From the graph, the higher value of reinforcing index contributes to the increment of splitting tensile strength of SFRC. The graph most likely simulated the well performance of SFRC with peak splitting tensile performance given by higher fibre reinforcing index without deterioration.

Further explanation on the splitting tensile performance is given in Figure 7 of relative performance vs. Vf. The relative performance was measured based on average splitting tensile strength of SFRC compared with plain concrete for a given volume fraction. From the figure, addition of SF60 into plain concrete improved the plain concrete strength from 5% to 167%. The peak strength performance gained at Vf = 1.75% before it dropped at Vf = 2.00%. On the other hand, addition of SF50 into plain concrete improved the plain concrete strength capacity from 22% to 124%, with the peak strength achieved at Vf = 1.50% before it dropped to 108% and 113% as the volume fraction increases. Lastly, for SF33 the splitting tensile strength improved from 7% to 87% at Vf = 1.50%, before dropping to 77% and 62% at Vf = 1.75% and Vf = 2.00%, respectively.

Figure 5 : Relationship between the splitting tensile strength, fct and volume fraction, Vf

SF50 Vf = 0.25%

SF50 Vf = 1.00%

SF33 Vf = 0.25%

SF33 Vf = 1.00%

SF60 Vf = 0.25%

SF60 Vf = 1.00%


7

Figure 6 : Relationship between splitting tensile strength, fct and fibre reinforcing index, Vf(L/D)


3.4 Flexural Strength

Figure 8 shows the relationship between ft and Vf. From the graph, the addition of steel fibres into concrete was found to be affective only at Vf = 0.50%. Further increment of Vf for all fibres hits the flexural performance ultimately, with SF60 and SF50 at Vf = 2.00% and SF33 at Vf = 1.50%. As what given in splitting tensile properties, the highest fibre reinforcing index provides higher flexural performance compared to lower index (see Figure 9).

Figure 8 : Relationship between flexural strength, ft and volume fraction, Vf


8

Figure 9 : Relationship between flexural strength, ft and fibre reinforcing index, Vf(L/D)

The relative performance of SFRCs flexural strength was measured based on the average value compared to the control specimen. It was found to be 147%, 96% and 72% for SF60, SF50 and SF33, respectively for their ultimate performance (see Figure 10). On the other hand, SF33 shows flexural performance deterioration when Vf = 1.50%, before it dropped to further volume fraction increment.


4 STATISTICAL EVALUATIONS

Theoretically, performance of SFRC can be estimated using the law of mixtures which is contributed by three components; (i) concrete matrix, fcVc, (ii) steel fibres, ffVf, and (iii) interaction between concrete-steel fibres, fcff. The general equation is given in the following Eq. (1):

fcffccSFRC ffVfVff (1)

where fc = concrete stress ff = fibre stress Vc = concrete volume fraction Vf = fibre volume fraction


9

Eq. (1) is used as a root to derive simple and trusty equations to estimate the splitting tensile and flexural strengths induced in SFRC. Using computer statistical software, Eq. (2) and Eq. (3) were proposed in this paper to estimate the splitting tensile and flexural performance of SFRC, respectively. The equations were proposed based on theoretical participation of all components in a composite matrix as in Eq. (1). After several approaches, Eq. (2) and Eq. (3) were found to be representing the actual behaviour of splitting tensile and flexural strength induced in SFRC. The proposed Eq. (2) and Eq. (3) given the stresses induced restraining from concrete strength interact with fibre volume fraction and reinforcing index. The proposed equations were strengthened by their higher values for coefficient of determination, R

2. Eq. (2) and Eq. (3) were proposed to the concern on providing SFRC

practitioners to estimate the capacity when given with basic information of concrete strength and fibre geometry. For further explanation, Eq. (4) is introduced as a general equation derived from Eq. (2) and Eq. (3).

)/(001.0019.0127.22

DLVfVff fcufcuct 84.02 R (2)

)/(001.0016.0278.22

DLVfVff fcufcut 85.02 R (3)

)/(2

DLVCfVBfAf fcufcuSFRC (4)

Two major components seem to affect the SFRC strength which are fcuVf2 and fcuVf(L/D). These

components suggest that both volume fraction and reinforcing index needs to be study separately. This is to the concern on individual volume fraction and reinforcing index affecting the SFRC performance using different interaction. This can be clearly seen from Figure 5 and Figure 6 for splitting tensile strength, while Figure 8 and Figure 9 for flexural strength. Figure 5 and Figure 8 shows parabolic interaction where the strength increment started to flatten at higher volume fraction. As for Figure 6 and Figure 9, the relationship shows that the strength increases even at higher reinforcing index without deterioration.

Derivation without validation might be reluctant. Thus, this paper presents several previous proposed equations [1, 16, 17, 20] plotted together with the current proposed Eq. (2) and Eq. (3) as comparisons (see Figure 11 and Figure 12). As can be seen from the figures, both Eq. (2) and Eq. (3) (noted as “current”) are close to the 1:1 line compared with other previous equations. These suggest that the proposed equations are closely related to the behaviour of SFRC compared with the other previous works.

Figure 11 : Comparison between Eq. (2) with other previous proposed equations


10

Figure 12 : Comparison between Eq. (3) with other previous proposed equations

From both splitting tensile and flexural performance, Thomas et. al. [17] and Ramli et. al. [20] shows diverted effect and followed closely by Khaloo et. al. [1] and Gao et. al. [16] against the 1:1 line. This variation from other researchers may be due to the difference in considering the parameters when estimating their performance. Thomas et. al. [17] estimates the performance with consideration only on a small influence of the compressive strength of the concrete against the fct and ft. While, Ramli et. al. [20] and Khaloo et. al. [1] eliminates the influence of the fibre-matrix contribution on SFRC performance. Gao et. al. [16] in their work has limitation as they used only one type of fibre.

Validation of Eq. (2) and Eq. (3) were further proven by considering the 95%-confidence interval (CI). This is shown in Figure 13 and Figure 14 for splitting tensile and flexural strength, respectively. From both figures, the experimental results were plotted between the lower and upper boundary of 95%-CI. The scatter of data which lies between the 95%-CI of the upper and lower limit proves that the proposed Eq. (2) and Eq. (3) are suitable to predict the SFRC performance in terms of their splitting tensile and flexural strengths.

Figure 13 : Relationship between Eq. (2) with 95%-CI and the experimental results


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Figure 14 : Relationship between Eq. (3) with 95%-CI and the experimental results

5 CONCLUSIONS

[1]Steel fibre will not contribute to the cube compressive strength of SFRC, but can significantly contribute to improve mode of compressive failure.

[2]Steel fibre with higher aspect ratio (SF60) maximized the behaviour of splitting tensile and flexural performance of SFRC compared with the moderate (SF50) and smaller (SF33) aspect ratios. However, there are limitations restricted from their geometrical capacity that influenced the maximum amount of volume fraction addition into SFRC. The optimum range of volume fraction is 1.0 ≤ Vf ≤ 1.25 taking into consideration the workability of SFRC.

[3]Linear regression analysis is not suitable in predicting the performance of SFRC due to the existence of non-linear behaviour from deterioration of SFRC workability at higher volume fraction. This is due to the random arrangement of steel fibres inside the concrete matrix caused at some location may not be surrounded by fibre-concrete interlocks as what we are expecting. That is why the importance of SFRC prediction using multiple regression analysis by considering all interaction that take place in a matrix due to the applied load. This combination is not being considered in previous works and makes this research work something new in reliable way.

[4]The proposed Eq. (2) and Eq. [3] shows good relationship with the experimental results in predicting the splitting tensile and flexural strength of SFRC considering the components from the concrete matrix, fcVc, steel fibres, ffVf, and interaction between concrete-steel fibres, fcff.

ACKNOWLEDGEMENT

This research work is funded by the Research University Grant Scheme for Vote Number Q.J.130000.7122.00J82. Honourable appreciation goes to technicians in the Structural and Material Laboratory, Faculty of Civil Engineering, Universiti Teknologi Malaysia, study leave sponsorship from Universiti Malaysia Pahang and Oriental Housetop Sdn. Bhd. for the supply of steel fibre.

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[2] British Standard Institution (BSI) (2009). Testing Hardened Concrete, Part 3:Compressive Strength of Test Specimens. London, BS EN 12390.


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