Influence of Ground Granulated Blast Furnace Slag and Steel Fibers on Mechanical Properties of Concr

IJSTE - International Journal of Science Technology & Engineering | Volume 3 | Issue 12 | June 2017 ISSN (online): 2349-784X

Influence of Ground Granulated Blast Furnace Slag and Steel Fibers on Mechanical Properties of Concrete Kuldeep R. Dabhekar Research Scholar Department of Civil Engineering G. H. Raisoni College of Engineering, Nagpur (440016), Maharashtra, India

P. B. Nagarnaik Professor Department of Civil Engineering G. H. Raisoni College of Engineering, Nagpur (440016), Maharashtra, India

P. Y. Pawade Professor Department of Civil Engineering G. H. Raisoni College of Engineering, Nagpur (440016), Maharashtra, India

Abstract The aim of the this experimental analysis is to review the result of GGBFS and steel fibers at different percentage replacements on M30 and M40 grades of Concrete, As the preferred construction material, concrete has several benefits compared to alternative materials However, its brittle nature causes cracking and leads to several deterioration issues and failures in infrastructures.

Considering the problem of property, researchers in the world have conducted various studies to develop concrete that has given higher performances, longer life, and minimizing the damaging effects to nature. To obtain such characteristics, researchers not solely concentrate on strength improvement. As the mineral admixture GGBFS was used in the study and the Visco Flux 2203 super plasticizer was used to maintain the workability of concrete. The results of higher compressive strength was observed to at 40% replacement of GGBFS and at 1.5 % steel fibers and for the flexural strength the higher strength was found at 30% percentage replacement, the strength increment was 20% to 24% and 22% to 24% in case of compressive and flexural strength respectively.

Increment in strength while in flexural from the early age of curing. In the stress strain relationship of GGBFS concrete the strain at 30 to 40% replacement was found higher at 90 days of curing.

Keywords: GGBS (Ground Granulated Blast Furnace Slag), Compressive Strength, Tensile Strength, Cement, Concrete ________________________________________________________________________________________________________ I.

INTRODUCTION

Concrete could be a material which was widely utilized in the construction and infrastructure development throughout the world, the properties of concrete might change while adding mineral admixture as a partial replacement to the cement with and without steel fibers. Hence, it is necessary to know the relationship. For any experimental investigation, the analysis and definition of the stress-strain relationship of concrete are needed to be identified. Though variety of expressions are accessible for the normal concrete and with the other mineral admixtures , however it should not be attainable to define the connection using one approach and completely represent the particular GGBFS concrete behavior in stress strain relationship. The higher volume of GGBFS replacement affects strength and stiffness parameters of concrete, the optimum results for stress strain behavior found at 30% replacement of GGBFS with 1.5% steel fibers in both M30 and M40 grade of concrete. Present study investigated the behavior of M30 and M40 grade of concrete at different replacement percentage of GGBFS at three different fiber doses Vf =0%, 0.5%, 1.0%, and 1.5%. The various models were prepared for different combinations of steel fibers and GGBFS replacement for calculating various strength properties. In this investigation the different test were conducted on IS standard moulds of concrete cube, prism and cylinder, the concrete specimens were prepared by using locally available materials. The simple polynomial equation were investigated with R2 was nearly 90% it shows good polynomial relationship between stress strain behavior of GGBFS concrete.

II. RESEARCH SIGNIFICANCE As the literatures many researchers had carried out experimentation on compressive strength of GGBFS concrete at different percentage replacement and they published very good relationship for compressive strength at early age of concrete also. But very few were worked on early age flexural properties of GGBFS concrete and there was the wide scope found in investigation of relationship between GGBFS concrete with the steel fibers in enhancing flexural strength, stress strain behavior of GGBFS concrete at different percentage of steel fibers. Also there was the scope to investigate the effect of different aspect ratio on GGBFS concrete.

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Influence of Ground Granulated Blast Furnace Slag and Steel Fibers on Mechanical Properties of Concrete (IJSTE/ Volume 3 / Issue 12 / 018)

The existing investigation by the researchers does not provide the detailed investigations of fiber matrix relationship for GGBFS concrete to enhanced mechanical properties, like flexural strength, stress strain, modulus of elasticity of GGBFS concrete.

Sr. 1 2 3 4 5 6 7

Table - 1 Chemical Properties of OPC Properties lime - silica, alumina , iron oxide, đ??śđ?‘Žđ?‘‚ − 0.7đ?‘†đ?‘‚3 2.8đ?‘†đ?‘–đ?‘‚2 + 1.2đ??´đ?‘™ 2đ?‘‚3 + 0.65đ??šđ?‘’2 đ?‘‚3

Results 0.94

alumina - iron oxide Al2O3 / Fe2O3 1.25 Insoluble Residue % 1.26 Magnesia % 3.00 Sulphuric Anhydride % 1.74 Ignition Loss % 1.91 Chlorides (% by mass) 0.014 Table - 2 Physical Properties of OPC Sr. properties Results 1 Fine-ness (m2/kg) 283 2 Consistency (%) 28.0 3 Setting Time (min) Ini. 145 Fin. 225 4 Soundness LeChat (mm) 1.0 Auto-clave (%) 0.112 5 Performance Improver (%) Lime-stone 2.8

III. EXPERIMENTAL Materials OPC 43 grade confirming to the requirement as per slandered specification of IS: 8112-1989 cement was used and its physical and chemical properties are given in table 1 and 2, For the experimentation work as a fine aggregate natural locally available river sand of maximum size 4.75mm was used. Course aggregate were tested as per IS: 383-1970 specifications and nominal size was 10mm. The mineral admixture GGBFS were collected from JSW Cement products Pvt. Ltd. Pune and the physical and chemical composition were tested at Nilawar laboratories, Nagpur. The chemical and physical properties were given in table 3 and 4 respectively. Hook end Steel fibers of nomenclature 7560 and 7530 having different aspect ratio was used for the experimentation and collected from shaktiman steel fibers, Nagpur. The percentage addition and properties of steel fibers are given in table 5 and 6 respectively.

Table - 3 Physical composition of GGBFS Sr. No Test Name Units Result IS:3812 1 Consistency % 36.74 2 Relative densi. g/cc 2.43 3 Sound-ness mm 0.24 0.8 4 Particles Retained on 45 Âľ IS sieve % 9.22 Max.33 Table - 4 Chemical Properties of G.G.B.S Sr. No Element Unit NL-137 As per IS:3812 1 % 58.50 Min. 50 SiO2+Al2O3+Fe2O3 2 SiO2 % 46.85 Min. 25 3 CaO % 2.8 4 MgO % 1.61 Max. 5.0 5 SO3 % 1.82 Max. 3.0 6 K2O % 0.31 7 NaO % 0.087 Max. 1.5 Table - 5 Percentage addition of steel fibers Sr. No. Nomenclature L/D Ratio Percentage Volume 1 7530 40 0.5% 1.0% 1.5% 2 7560 80 0.5% 1.0% 1.5% 3 7560+7530 40 + 80 0.5% 1.0% 1.5%

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Influence of Ground Granulated Blast Furnace Slag and Steel Fibers on Mechanical Properties of Concrete (IJSTE/ Volume 3 / Issue 12 / 018)

Sr. No. 1 2

Table - 6 Steel Fibers Physical properties Nomenclature Dia Length L/D Ratio 7530 1mm 30mm 40 7560 1mm 60mm 80

Concrete Mix Proportion For experimental investigation M30 and M40 grade of concrete was used as per IS specification 10262 -1982, manual dry mixing was carried out initially for all the ingredients and then electrically operated concrete mixer was used to wet mixing. All specimens were prepared according to the Indian slandered specification 516-1959. All mould was clean and oiled properly before casting.

The plate vibrator was used while molding the concrete specimen, all moulds were allow for dry curing at least for 24 hrs, then allow for wet curing for 7,28,56and 90 days.

IV. RESULTS AND DISCUSSION The compressive and flexural strength were calculated for M30 and M40 grade of concrete at 7 to 90 days age of curing. The percentage of steel fibers were also varied from 0.5%, 1.0% and 1.5% according to the mix proportion model of GGBFS and steel fibers.

(a) 7 day age strength of M30 with 30% GGBFS

(b) 7 day age strength of M30 with 40% GGBFS

(c) 28 day age strength of M30 with 30% GGBFS

(d) 28 day age strength of M30 with 40% GGBFS

(e) 90 day age strength of M30 with 30% GGBFS

(f) 90 day age strength of M30 with 40% GGBFS

Fig. 1: (a) to (f) shows Comparative relationship between compressive and Flexural strength of M 30 grade of concrete with 30% & 40% replacement of GGBFS at 0.5, 1.0 and 1.5% steel fiber (Aspect Ratio 80+40)

In this experimentation work the compressive and flexural strength test were carried out for 10% to 60% replacement of GGBFS at steel fiber percentage 0.5%, 1.0% and 1.5% with another three combinations for different aspect ratio were tested, the results for compressive strength were found better at 40% GGBFS and 1.5 % steel fibers of mix aspect ratio, and in case of flexural

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Influence of Ground Granulated Blast Furnace Slag and Steel Fibers on Mechanical Properties of Concrete (IJSTE/ Volume 3 / Issue 12 / 018)

strength at 30% replacement with 1.5% steel fibers again at mix aspect ratio were found good results. The above graph shows the comparative relationship between compressive and flexural strength at 90 days strength for M30 and M40 grade of concrete. while experimentation it was found that as the increment in the percentage of steel fibers from 0.5% to 1.5% the compressive as well as flexural strength at all the age of curing were increased respectively for both the grades of concrete, the effect of aspect ratio were also observed in the results, the matrix mix of steel fiber combination of 50% lesser aspect ratio plus 50% higher aspect ratio was given better results than the fibers used individually that is 7560 and 7530 the aspect ratio 80 and 40 respectively .

The stress strain behavior was investigate for M30 and M40 grade of concrete for 28 days and 90 days age of curing, it was observed the in stress strain relationship the higher stress and stain were fond for the model having combination 30% and 40% GGBFS and 1.5 % steel fiber with mix aspect ratio while comparing with all the models tested. The coefficient value for M30 and M40 was found in 0.994 and 0.993 that shows good polynomial relationship between stress and strain. y = -8E+06x2 + 34784x - 0.379 ------------------------------------------------ (1) y = -7E+06x2 + 33461x + 0.227------------------------------------------------ (2) y = -7E+06x2 + 35875x - 0.265------------------------------------------------- (3) y = -7E+06x2 + 35101x + 0.270------------------------------------------------ (4) The above equations were obtained from the stress strain relationship of M30 and M40 grade of concrete at 30 % and 40% replacement of GGBFS at 90 days age of curing respectively.

Fig. 2: Stress strain Relationship of M30 grade of concrete with 30% Replacement of GGBFS at 90 Day age of concrete

Fig. 3: Stress strain Relationship of M30 grade of concrete with 40% Replacement of GGBFS at 90 Day age of concrete

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Influence of Ground Granulated Blast Furnace Slag and Steel Fibers on Mechanical Properties of Concrete (IJSTE/ Volume 3 / Issue 12 / 018)

Fig. 4: Stress strain Relationship of M40 grade of concrete with 30% Replacement of GGBFS at 90 Day age of concrete

Fig. 5: Stress strain Relationship of M40 grade of concrete with 40% Replacement of GGBFS at 90 Day age of concrete

V. CONCLUSIONS 1) From the experimentation work it was observed that at all replacement percentage of GGBFS the 40% replacement with steel fibers 1.5% gives higher strength in case of compressive strength.

2) In case of flexural strength the good results fond at 30% GGBFS replacement and 1.5%steel fibers.

3) Steel fibers with mix aspect ratio (50% (aspect ratio 80) + 50 (aspect ratio 40)) gives better results in compressive as well as flexural strength than the individual at same percentage of steel fibers.

4) The coefficient value for M30 and M40 was found in 0.994 and 0.993 that shows good polynomial relationship between stress and strain.

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