1.ijaest-vol-no-7-issue-no-2-effect-of-steel-fibers-on-modulus-of-elasticity-of-concrete-169-177

“Effect of Steel Fibers on Modulus of Elasticity of Concrete”

ER. PRASHANT Y.PAWADE* Research scholar, (A.P.)Department of Civil Engineering, G.H. Raisoni College of Engineering, Nagpur.440016, M.S. (India) [email protected] Mobile No.9881713443, Fax No. 07104-232560.

DR.A.M.PANDE**, Professor, Department of Civil Engineering, Yashvantrao Chavan College of Engineering, Nagpur.440016, M.S. (India) [email protected], Mobile No.9764996515. DR.P.B.NAGARNAIK***, Professor Department of Civil Engineering, G.H. Raisoni College of Engineering, Nagpur.440016, M.S. (India), [email protected], Mobile No.9881713197

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ER. PRASHANT Y.PAWADE* et al. / (IJAEST) INTERNATIONAL JOURNAL OF ADVANCED ENGINEERING SCIENCES AND TECHNOLOGIES Vol No. 7, Issue No. 2, 169 - 177

ISSN: 2230-7818 @ 2011 http://www.ijaest.iserp.org. All rights Reserved.

Abstract— In this investigation a series of compression tests were conducted on 150mm,cube and 150mm x 300mm,cylindrical specimens using a modified test method that gave the complete compressive strength, static, dynamic modulus of elasticity, ultrasonic pulse velocity and stress-strain behavior using 8% silica fume with and without steel fiber of volume fractions 0, 0.5, 1.0, and 1.5 %, of 0.5mm Ø and 1.0mm Ø with a constant aspect ratio of 60 on Portland Pozzolona cement of M30 grade of concrete. As a result the incorporation of steel fibers, silica fume and cement has produced a strong composite with superior crack resistance, improved ductility and strength behavior prior to failure. Addition of fibers provided better performance for the cement-based composites, while silica fume in the composites may adjust the fiber dispersion and strength losses caused by fibers, and improve strength and the bond between fiber and matrix with dense calcium-silicate-hydrate gel. The results predicted by mathematically modeled expressions are in excellent agreement with experimental results. On the basis of regression analysis of large number of experimental results, the statistical model has been developed. The proposed model was found to have good accuracy in estimating interrelationship at 28 days age of curing. On examining the validity of the of the proposed model, there exists a good correlation between the predicted values and the experimental values as showed in figures. Keywords: - Portland Pozzolona Cement, Silica Fume, Steel Fibers, Compressive Strength, Modulus of elasticity, Pulse velocity. ---------------------------------------------------------------------- 1. Introduction Addition of short, discontinuous fibers plays an important role in the improvement of the mechanical properties of concrete. It increases elastic modulus, decreases brittleness; controls crack initiation, and its subsequent growth and propagation. Deboning and pull out of the fibers require more energy absorption, resulting in a substantial increase in the toughness and fracture resistance of the material to cyclic and dynamic loads. In particular, the unique properties of steel

fiber reinforced concrete SFRC suggest the use of such material for many structural applications, with and without traditional internal reinforcement. The use of SFRC is, thus, particularly suitable for structures when they are subjected to loads over the serviceability limit state in bending and shear, and when exposed to impact or dynamic forces, as they occur under seismic or cyclic action. However, there is still incomplete knowledge on the design/analysis of fiber-reinforced concrete FRC structural members. The analysis of structural sections requires, as a basic prerequisite, the definition of a suitable stress-strain relationship for each material to relate its behavior to the structural response. Many stress-strain relationships, in tension and in compression, for FRC materials have been proposed in literature by different authors. In particular, when fibers are added to a concrete mix, fiber characteristics such as their type, shape, aspect ratio Lf/Df, where Lf fiber length and Df fiber diameter and volume content Vf play an important role in modifying the behavior of the material. Silica Fume is a highly effective pozzolanic material. Silica fume improves concrete in two ways the basic pozzolanic reaction, and a micro filler effect. Addition of silica fume improves bonding within the concrete and helps reduce permeability, it also combines with the calcium hydroxide produced in the hydration of Portland cement to improve concrete durability. Silica Fume is used in concrete to improve its properties. It has been found that Silica Fume improves compressive strength, bond strength, and abrasion resistance; reduces permeability; and therefore helps in protecting reinforcing steel from corrosion. It also combines with the calcium hydroxide produced in the hydration of Portland cement to improve concrete durability. As micro filler, the extreme fineness of the silica fume allows it to fill the microscopic voids between cement particles. This greatly reduces permeability and improves the paste-to-aggregate bond of the resulting concrete compared to conventional concrete. By using supplementary cementing materials such as silica fume, which usually combines high-strength with high durability. Addition of fibers has

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shown to improve ductility of normal and particularly concrete containing silica fume. A compressive review of literature related to Silica Fume and Steel Fiber concrete was presented by ACI Committee 544 [1], Balaguru and Shah [2]. It included guidelines for design, mixing, placing and finishing steel fiber reinforced concrete, reported that the addition of steel fibers in concrete matrix improves all mechanical properties of concrete. “Steel fiber reinforced concrete under compression and Stress-strain curve for steel fiber reinforced concrete in compression” was done by Nataraja.C. Dhang, N.and Gupta, A.P.[3 & 4]. They have proposed an equation to quantify the effect of fiber on compressive strength of concrete in terms of fiber reinforcing parameter. In their model the compressive strength ranging from 30 to 50 MPa, with fiber volume fraction of 0%, 0.5%, 0.75% and 1% and aspect ratio of 55 and 82 were used. In all the models only a particular w/cm ratio with varying fiber content was used. The absolute strength values have been dealt with in all the models and thus are valid for a particular w/cm ratio and specimen parameter. “Mechanical properties of high-strength steel fiber-reinforced concrete” was done by Song P.S. and Hwang S.[5].They have marked brittleness with low tensile strength and strain capacities of high strength concrete can be overcome by addition of steel fibers. The steel were added at the volume of 0.5%, 1.0%, 1.5% and 2.0%.The compressive strength of fiber concrete reached a maximum at 1.5%volume fraction, being 15.3%improvement over the HSC. The split tensile and Flexural Strength improved 98.3% and 126.6% at 2.0% volume fraction. Strength models were developed to predict the compressive strength with split and flexural Strength of the fiber reinforced concrete. “Effect of GGBS and Silica Fume on mechanical Properties of Concrete Composites” was done by Palanisamay T and Meenambal T [6]. Carried out on 70 Mpa concrete with partial replacement of silica fume of 5, 10, 15, and 20% were investigated. The compressive strength, split tensile and Flexural Strength were carried out on 25 concrete mixes at the age of 28 days and compared with conventional concrete. The optimum replacement of silica fume was at 10 % that showed compressive, split tensile and

Flexural Strength increased by 8%, 22% and 4.1% than control concrete. 2. Experimental Set-up.

Silica Fume of 8% with addition of two diameters of crimped steel fibers with various percentage as 0%, 0.5 %, 1.0 % and 1.5 % (i.e.0, 39, 78 and 117.5 Kg/m3) by the volume of concrete. The design mix proportion of M30 grade of concrete was (1:1.62:2.88) of cement 400 Kg/ m3

with W/C Ratio 0.42 and ratio of course aggregate A1(20mm) :A2 (10mm) was 70:30. The 150 mm cubes and 150x300mm cylinders were casted. The initial curing was carried out by spreading wet gunny bags over the mould about 24 hours after casting, the specimens were remolded and placed immediately in water tank for further curing for a period of 28 days. The cubes and cylinders were tested for compressive strength on compressive testing machine of 2000KN capacity. The cylinder attached with compressometer equipped with dial gauges was used to record the deformation of the cylinder. Dynamic Modulus of Elasticity and Ultrasonic Pulse Velocity measured by ultrasonic tester .Three identical specimens were tested in all the mixtures and the entire test. 3. Materials and Methods 3.1. Portland Pozzolona Cement:

IS 1489(part 1):1991 containing 28% fly ash. The properties of cement tested were Fineness (90µ Sieve) = 5 %, Normal consistency=31%, Initial & Final setting time =138minute & 216minute and 28 days Compressive strength= 55.63 Mpa. 3.2. Silica Fume: Silica fume having fineness by residue on 45 micron sieve = 0.8 %, specific gravity = 2.2, Moisture Content =0.7% were used. The chemical analysis of silica fume (Grade 920-D): silicon dioxide = 89.2%, LOI at 975[degrees]C = 1.7% and carbon = 0.92%, are conforming to ASTM C1240-1999 standards. 3.3. Fine aggregate: Locally available river sand passing through 4.75 mm IS sieve, conforming to grading zone-II of IS: 383-1970 was used. The physical

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Properties of sand like Fineness Modulus, Specific Gravity, water absorption, Bulk Density, were 2.69, 2.61, 0.98% and 1536 Kg/ m3 3.4. Course aggregate:

Crushed natural rock stone aggregate (A1) and (A2) were used. The combined specific gravity, Bulk Density and water absorption of were 0.52 % @ 24 hrs. Fineness modulus of 20 mm &10 mm aggregate were 7.96 & 6.13. 3.5. Steel Fiber: Crimped steel fibers conforming to ASTM A820-2001 has been used in this investigation. Properties of crimped fibers are: 1) Length = 30 mm, diameter = 0.50 mm, and 2) Length = 60 mm, diameter = 1.00 mm, with a constant aspect ratio = 60, ultimate tensile strength, = 910 MPa to 1250 MPa and Elastic modulus of steel = 2.1 x 105 MPa.

3.6. Super Plasticizer: CONPLAST SP 430 super plasticizer was

used. It conforms to IS: 9103-1999 and has a specific gravity of 1.20. 3.7. Water:

Water conforming to as per IS: 456-2000 was used for mixing as well as curing of Concrete specimens. 4. Test Results and Discussions. 4.1 Workability The workability of silica fume with steel fiber concrete has found to decrease with increase in silica & steel replacement. It appeared that the addition of super plasticizer might improve the workability. Super plasticizer was added range of 0.75 to 1.40% by weight of cementations materials for maintaining the slump up to 20mm.

Table1. Experimental results for silica fume with and without steel fiber concrete at 28 days of age.

S.NO.

Steel Fiber Silica Fume (%)

Comp. Strength of

Cube (Mpa)

Comp. Strength Cylinder

(Mpa)

Strain at peak

Stress Є x 10-3

(mm/mm)

Static Modulus

of Elasticity Es (Gpa)

Ultrasonic Pulse

Velocity (m/sec)

Dynamic Modulus

of Elasticity, Ed (Gpa)

Df mm (Ø)

Vf (%)

1 -- 0 0 40.37 33.77 1.74 29.489 4439 41.81 2 -- 0 8 44.88 36.34 1.83 31.350 4546 44.20 3 0.5

mm

0.5 8 45.82 37.64 1.88 31.509 4582 45.08 4 1.0 8 46.32 38.67 1.92 31.876 4640 45.57 5 1.5 8 46.58 39.16 2.07 32.158 4678 45.98 6 1.0

mm

0.5 8 46.08 38.07 1.94 31.841 4598 45.51 7 1.0 8 47.16 39.48 2.01 32.074 4647 46.38 8 1.5 8 47.58 40.09 2.12 32.442 4702 46.68

4.2 Compressive strength (fc) (Cube). In comparison with control concrete the maximum increase in the compressive strength at 8% silica fume was 11.17% at 28 days of age. And the combine effect of silica fume with steel fiber of 0.5%, 1.0% and 1.5% by weight of concrete for 0.5mm ø diameter was 13.50%, 14.14% and 15.38%.And the steel fiber of 1.0mm ø diameter 14.14%, 16.82% and 17.86% increases compressive strength as shown in Table 1. 4.3 Test result of concrete Cylinder. a) Compressive Strength (fcc): In comparison with control concrete the maximum

increase in the compressive strength at 8% silica fume was 7.61% at 28 days of age. And the combine effect of silica fume with steel fiber of 0.5%, 1.0% and 1.5% by weight of concrete for 0.5mm ø diameter was 11.45%, 14.51% and 15.96%.And the steel fiber of 1.0mm ø diameter 12.73%, 16.91% and 18.71% increases compressive strength as shown in Table 1. b) Ultrasonic pulse velocity (Upv): Ultrasonic pulse velocity is one of the most popular non-destructive techniques used in the assessment of concrete properties. However it is very difficult to evaluate the test results since the ultrasonic pulse velocity values are affected by a

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numcomincrewithof coand 3.58 c) D “Ed”fumeweig7.821.0mshowd) S fumeshowcurvcom[Vf]is afstresobseincrebransteepflattedescobseThe streninvenoticeffecand e) St

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model was ting interrelxamining the there existcted values wed in Fig

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fcf= 1.8R² =

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mpressive

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ure4.Relationgth of cylindays of age a% steel fiber

32

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nship bender and cuband 0, 0.5, ted Models.

nship bender (fcc) ant 28, days of0 & 1.5 %ls.

nship bender (fcc) andat 8 % Silicar, and their p

46ressive strength

38 40essive strength

6 38 40essive strength,

etween Cbe at 28, day1.0 & 1.5 %

etween Cnd Dynamic f age at 8 %

% steel fibe

etween Cd Pulse veloa Fume and 0predicted Mo

y

y

48 50h (cube),fc,(M

y

y

42 44,fcc(Mpa)

y

y

42 44,fcc(Mpa)

Compressiveys of age at 8% steel fiber

Compressivemodulus ofSilica Fumer, and their

Compressiveocity (Puv) at0, 0.5, 1.0 &

odels.

y = 3.046e0.055x

R² = 0.870y = 5.727e0.041x

R² = 0.901

Mpa)

0.5mm dia.steel fiber1.0mm dia. Steel fiber

y = 30.78e0.010x

R² = 0.887

y = 28.34e0.012x

R² = 0.864

0.5mm dia steel fiber1.0 mm dia. Steel fiber

y = 3535.e0.007x

R² = 0.843

y = 3432.e0.007x

R² = 0.910

0.5 mm steel fiber1.0 mm steel fiber

e 8 ,

e f e r

e t

&

Figure5days of 1.5 % sModels

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5.Stress-Straf age for 8 %steel fiber o.

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clusions:- ing conclusi

mental investThe weight increase in tSuper plastito 1.40% materials (Cto maintainsilica fume steel fiber coThe compreincrease innormal conc

0 0.001 0.00Strain "

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ain relationsh% Silica Fumof 0.5 mm ø

ain relationsh% Silica Fumof 1.0 mm ø

ions were otigations. density of cothe steel fibeicizer with d

by weighCm = PPC n the adequconcrete an

oncrete mixeessive strengn silica fumcrete.

02 0.003 0.00є" (mm/mm)

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+ SF) has buate worka

nd silica fues.

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σ = 1542σ = 12786

σ = 12687σ = 11903

4 0.005

8%0.51.01.5

σ = 1542σ = 1027σ = 1116σ = 98510

4 0.005m)

on0.51.01.5

der at 28, .5, 1.0 & predicted

der at 28, .5, 1.0 & predicted

se on the

ease with

e of 0.75 mentations been used ability of ume with

s with the red with

5ε + 5.9516ε + 8.886

7ε + 9.2263ε + 9.660

% S.F.5 %fiber0% fiber 5% l fiber

5ε + 5.95176ε + 9.85960ε + 10.010 ε + 11.00

ly 8% S.F.5 % l fiber0 % fiber 5 %fiber

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4. The compressive strength increases with the addition of steel fiber was marginal as compared with silica fume concrete.

5. All the properties of concrete, compressive strength (Cube & cylinder) and Modulus of Elasticity increases by addition of 1.0mm diameter steel fiber was more than 0.5 mm diameter.

6. On the basis of regression analysis of large number of experimental results, the statistical model showed in figures has been developed. The proposed model was found to have good accuracy in estimating the 28 days Compressive strength of cube with cylinder. Compressive strength of cylinder with static and dynamic modulus of elasticity and ultrasonic pulse velocity, with their inter relationship at 8% Silica Fume & 0%,0.5%,1.0%,1.5% Steel Fibers of both diameters.

7. Strain at peak stress increases with concrete strength. And the increase of strain at peak stress also showed a good agreement with the increase of [Vf ]

8. In general, the significant improvement in various strengths is observed with the inclusion of steel fibers in the plain concrete with high volume fractions.

9. Addition of crimped steel fibers to silica fumes concrete (HPC) chances the basic characteristics of its stress-strain response. The slope of the descending branch increases with increasing the volume of steel fiber.

10. A moderate increase in compressive strength, strain at peak stress is also observed, which is proportional to the reinforcing index. The expression proposed is valid for steel fiber reinforcing index ranging from 0 to 3.9.

Acknowledgement The authors would like to express their sincere appreciation for providing steel fibers by Shaktiman Stewols India (P) Ltd. and Super plasticizer by Black cat Enterprises (P) Ltd. Nagpur. Referances:-

1. ACI Committee, 544, "State-of-the-art report on fiber reinforced concrete", ACI

544.1R-82, American Concrete Institute, Detroi, 2006.

2. Balaguru P. N., and Shah S. P., “Fiber Reinforced Cement Composites”, McGraw-Hill:International Edition, New York,1992.

3. Nataraja M.C., Dhang N. and Gupta A.P., “Steel fiber reinforced concrete under compression”, The Indian Concrete Journal, 26(3), 1998,pp 353-356.

4. Nataraja M.C., Dhang, N. and Gupta, A. P., “Stress-strain curve for steel fiber reinforced concrete in compression”, Cement and Concrete Composites, 21(5/6), 1999,pp 383- 390.

5. Song P.S. and Hwang S., “Mechanical properties of high-strength steel fiber- reinforced concrete “Construction and Building Materials, 2004, pp669-676.

6. Palanisamay T and Meenambal T, “Effect of GGBS and Silica Fume on Mechanical Properties of Concrete Composites”, Indian Concrete Institute Journal, Vol. 9, No. 1, 2008,pp. 07-12.

7. Elavenil S. and Samuel Knight G.M., ,“ Behavior of steer fiber reinforced concrete beams and plates under static load”, Journal of Research in Science, Computing, and Engineering, 2007,pp.11-28

8. ACI Committee 544 Report, , “Design of steel fibre reinforced concrete, ACI Structural Journal” 1988,pp 563-580.

9. ACI Committee 544, "Design considerations for steel fiber reinforced concrete" ACI544.4R-89, American Concrete Institute, Detroit, 1989.

10. Ghugal, Y. M., “Effects of Steel Fibers on Various Strengths of Concrete,” Indian Concrete Institute Journal, Vol. 4, No. 3, 2003, pp. 23-29.

11. ACI Committee 544, Guide for specifying, mixing, placing and finishing steel fiber reinforced concrete, ACI Materials Journal, 90(1), 1993, pp94-101.

12. ACI Committee 234, April 13, “Guide for the use of silica Fume in Concrete, ACI 234R-06, American Concrete Institute,2006.

13. ACI Committee 211, "Guide for selecting proportions for High strength

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concrete with Portland cement and Fly ash", ACI 211.4R-93, ACI Manual of concrete practice1999,.

14. Bhanjaa S. and Sengupta B., “Influence of silica fume on the tensile strength of concrete”, Cement and Concrete Research, 35, 2005, pp743-747.

15. Giuseppe Campione , “Simplified Flexural Response of Steel Fiber-Reinforced Concrete Beams “Journal of Materials in Civil Engineering,Vol.20,No.4, 2008,pp283-293.

16. IS: 383-1970,“Indian standards specification for coarse and fine aggregates from natural sources for concrete”, Bureau of Indian Standards, New Delhi.

17. IS:10262-1999,“recommended guidelines for concrete mix design”, Bureau of Indian Standards, New Delhi.

18. IS: 516-1959, “Methods of tests for strength of concrete”, Bureau of Indian Standards, New Delhi.

19. IS: 2386-1963, “Indian Standard Code of Practice for Methods of Test for Aggregate for Concrete”, Indian Standard Institution, New Delhi.

20. SP: 23 – 1982, “Hand Book of Concrete Mixes”, Bureau of Indian Standard, New Delhi.

21. IS: 456-2000, “Plain and reinforced concrete-code of practice”, Bureau of Indian Standards, New Delhi.

22. A. M. Nevelle, Concrete Technology, Indian Branch 482 F.I.E. Patparganj, Delhi.

Figure 7. Workability of concrete by slump.

Figure8. Showed 0.5 mmØ Steel Fiber.

Figure 9. Cube Compressive Strength Test.

Figure10.Cylinder Compressive Strength and Compressometer with dial gauge (strain measurment)Test.

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Figure 11. Cylinder Ultrasonic pulse velocity Figure12. Showed 1.0 mmØ Steel Fiber. and modulus of elasticity by ultrasonic tester (NDT).

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1.ijaest-vol-no-7-issue-no-2-effect-of-steel-fibers-on-modulus-of-elasticity-of-concrete-169-177

Documents

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incorporation of steel

effect of steel fibers

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strength behavior

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