1.IJAEST-Vol-No-7-Issue-No-2-Effect-of-Steel-Fibers-on-Modulus-of-Elasticity-of-Concrete-169-177 by ISERP ISERP

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

“Effect of Steel Fibers on Modulus of Elasticity of Concrete” DR.A.M.PANDE**, ER. PRASHANT Y.PAWADE*

Professor, Department of Civil Engineering, Yashvantrao Chavan College of Engineering, Nagpur.440016, M.S. (India) apande_in@yahoo.com, Mobile No.9764996515.

DR.P.B.NAGARNAIK***, Professor Department of Civil Engineering, G.H. Raisoni College of Engineering, Nagpur.440016, M.S. (India), pnagarnaik@rediffmail.com, Mobile No.9881713197

Research scholar, (A.P.)Department of Civil Engineering, G.H. Raisoni College of Engineering, Nagpur.440016, M.S. (India) Py2pawade@yahoo.co.in Mobile No.9881713443, Fax No. 07104-232560.

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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

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-toaggregate bond of the resulting concrete compared to conventional concrete. By using supplementary cementing materials such as silica fume, which usually combines highstrength with high durability. Addition of fibers has

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 calciumsilicate-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

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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

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.

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

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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 C12401999 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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ER. PRASHANT Y.PAWADE* et al. / (IJAEST) INTERNATIONAL JOURNAL OF ADVANCED ENGINEERING SCIENCES AND TECHNOLOGIES Vol No. 7, Issue No. 2, 169 - 177

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.

3.6. 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.

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.

--0.5 mm 1.0 mm

0 0 0.5 1.0 1.5 0.5 1.0 1.5

Silica Fume (%)

1 2 3 4 5 6 7 8

Steel Fiber Df Vf mm (%) (Ø)

Comp. Strength of Cube (Mpa)

Comp. Strength Cylinder (Mpa)

0 8 8 8 8 8 8 8

40.37 44.88 45.82 46.32 46.58 46.08 47.16 47.58

33.77 36.34 37.64 38.67 39.16 38.07 39.48 40.09

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

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Strain at peak Stress Є x 10-3 (mm/mm)

S.N O.

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.

1.74 1.83 1.88 1.92 2.07 1.94 2.01 2.12

Static Modulus of Elasticity Es (Gpa) 29.489 31.350 31.509 31.876 32.158 31.841 32.074 32.442

Ultrasonic Pulse Velocity (m/sec) 4439 4546 4582 4640 4678 4598 4647 4702

Dynamic Modulus of Elasticity, Ed (Gpa) 41.81 44.20 45.08 45.57 45.98 45.51 46.38 46.68

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

D on Relaationship between 4.4 Discussion Mechan nical properrties of conccrete: Based B on the test reesults, mathhematical model was w developped using graphical g meethods to quantify y the effectt of silica fume f and stteel fiber content on interrrelationship between cylinder mpressive compressive strenngth with cube com strengthh and cylindder static, dynamic d moodulus of elasticitty and ultrassonic pulse velocity of concrete, at 8% silica fume with steel fiber of 0% %, 0.5%, a 1.5% at 28 days off curing. And On the 1.0%, and basis off regression aanalysis, thee statistical model m has been deeveloped. Thhe proposed model was found to have goood accuracyy in estimatting interrelationship at 28 daays age of cuuring. On exxamining thee validity of the of o the propoosed model, there existts a good correlattion betweenn the predicted values and the experim mental valuees was showed in Figgure.1 to Figure 6. 6

e) Sttatic Moduluus of Elasticiity (Es): Moduluss of elasticitty (secant modulus) m wass definned accordinng to ACI Building B codde (ACI 318-1995 5) as the sloppe of the lin ne drawn from m a stress off zero to a comprressive stresss of 0.45fccc. The staticc m the stress-moddulus of elaasticity evalluated from strain curves aree in the rangee of 29.489xx 103 Mpa too 442x103 MPaa (Table 1).. Results off modulus off 32.4 elastticity obtain ned for shhow that modulus m off

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Compressive Strength,fcc(Mpa)

c) Dynamic D Mod dulus of Elassticity (Ed): In compparison with h control concrete c thee c efffect of silicaa “Ed”” increases due to the combine fumee with steel fiber of 0.5 5%, 1.0% and a 1.5% byy weig ght of conccrete for 0.5mm ø diiameter wass 7.82 2%, 8.99% and a 9.97%. And the stteel fiber off 1.0m mm ø diameeter 8.85%,1 10.93% andd 11.65%.,ass show wn in Table 1. d) Stress v/s Straain relationss: A typical stress [σ]-sstrain [ε] currve for silicaa w steel fiber reinforcedd concrete iss fumee concrete with show wn in Figuree. 5. and Figuures 6, The stress-strainn curvves for fiberr reinforced silica fume concrete inn com mpression wiith different fiber volum me fractionss [Vf] shows thatt the post-peeak segment of the curvee he addition of o steel fiberrs. From thee is afffected by th stresss-strain curv ves generateed in this stu udy, it can bee obseerved that an increasee in concreete strengthh increeases the exxtent of curv ved portion in i ascendingg brannch and rendders the dropp in the desccending partt steepper for non-fibrous concrete c and graduallyy flatteer for SFRC C. An increaasing in the slope of thee desccending partt of the streess-strain cuurve is alsoo obseerved by inccreasing thee fiber volum me fraction. The gradual change in shaape with an increase inn ngth have however h beeen reported d by manyy stren investigators inn the past.. Previous researcherss d hook endd fibers aree noticced that crrimped and effecctive in imp proving the mechanicall properties, and energy absoorption at post p peak lo oad capacity.

elasticitty increases with increase in fiberr volume fiber reeinforcing index. fractionn or Based on the expperimental results, usiing least square regression r aanalysis, the expression obtained for the elastic e moduulus as a fun nction of com mpressive stress was w showed in i Table1. Where secant moodulus, [Es] and com mpressive strengthh, [fcc] are all expresssed in meggapascals. IS: 45 56-2000, recommende r ed equatioons, on compariing the preedicted moddel for modulus of elasticitty, gives the upper boundd values.

num mber of facctors. It was w observ ved that inn com mparison wiith control concrete the “Upv” increeases due to o the combin ne effect off silica fumee withh steel fiber of 0.5%, 1.00% and 1.5% % by weightt of cooncrete for 0.5mm 0 ø diameter was 3.22%,4.53% 3 % and 5.38%. Andd the steel fib ber of 1.0mm m ø diameterr 3.58%,4.69% annd 5.92%.,ass shown in Table 1.

444

fcf = 2.85Vf + fcc R² = 0.967

422

fcf= 1.889 Vf + fcc R² = 0.959

400 388

0.5 mm diia.steel fiber

366

1.0 mm dia. stteel fiber 0.0

0.5

1.0

1.5

2.0

Steell Fiber,Vf(%)

Figure1 1.Compressiive strengthh (Cylinder)) at 28, days of age at 8 % S Silica Fume and 0, 0.5, 1.0 & 1.5 % steel fiber, and thheir predictedd Models.

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y = 3.046e0.055xx R² = 0.870 y = 5.727e0.041xx R² = 0.901

42 40 38

0.5mm dia.steel fiberr 1.0mm dia. Steel fiber

36 34 32

45 40 35 30 25 20 15 10 5 0

44 46 48 50 Comprressive strength h (cube),fc,(M Mpa)

Figu ure2.Relationship beetween Compressive C e stren ngth of cylinnder and cub be at 28, dayys of age at 8 % Silica Fume and a 0, 0.5, 1.0 & 1.5 % steel fiber, and their t predictted Models.

0.5mm dia steel fiber 1.0 mm dia. Steel fiber

44 43

0.001 0.00 02 0.003 0.004 0.005 Strain "є" (mm/mm)

σ = 98510 0 ε + 11.00 σ = 1116 60ε + 10.01 76ε + 9.859 σ = 1027 σ = 15425ε + 5.951

45 40 35 30 25 20 15 10 5 0

34 36 38 40 42 44 Compreessive strength,fcc(Mpa)

ure3.Relationship Compressive C e Figu beetween stren ngth of cylin nder (fcc) annd Dynamic modulus off elastticity (Ed) att 28, days off age at 8 % Silica Fumee and 0, 0.5, 1.0 0 & 1.5 % steel fiber, and theirr preddicted Modells. 4800 4

3432.e0.007xx

y= R² = 0.910

4750 4 4700 4

Pulse velocity,upv(m/sec)

8% % S.F. 0.5 5 %fiber 1.0 0% fiber 1.5 5% l fiber

5.Stress-Straain relationshhip of cylindder at 28, Figure5 days off age for 8 % Silica Fum me and 0, 0.5, 1.0 & s fiber oof 0.5 mm ø, ø and their predicted p 1.5 % steel Models.

Stress "б" (Mpa)

y = 28.34e0.012xx R² = 0.864

σ = 15425ε + 5.951

y = 30.78e0.010xx R² = 0.887

σ = 119033ε + 9.660 σ = 127866ε + 8.886

Dynamic Modulus of Elasticity,Ed,(Gpa) Elasticity Ed (Gpa)

σ = 12687 7ε + 9.226

Stress "б"(Mpa)

Compressive strength(cylinder),fcc,(Mpa) strength(cylinder) fcc (Mpa)

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

4650 4

y = 3535.e0.007xx R² = 0.843

4600 4 4550 4 4500 4 4450 4

0.5 mm steel fiber 1.0 mm steel fiber

6 38 40 42 44 34 36 Compreessive strength,,fcc(Mpa)

Figu ure4.Relationship Compressive C e beetween stren ngth of cylinnder (fcc) and d Pulse veloocity (Puv) att 28, days d of age at a 8 % Silicaa Fume and 0, 0 0.5, 1.0 & 1.5 % steel fiberr, and their predicted p Moodels.

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only 8% S.F. 0.55 % l fiber 1.00 % fiber 1.55 %fiber

0.001 0.0002 0.003 0.004 4 0.005 Strainn "є "(mm/mm m)

6.Stress-Straain relationshhip of cylindder at 28, Figure6 days off age for 8 % Silica Fum me and 0, 0.5, 1.0 & 1.5 % steel s fiber oof 1.0 mm ø, ø and their predicted p Models. 6. Concclusions:Followiing conclusiions were obtained o basse on the experim mental investtigations. 1. The weight density of cooncrete increease with increase in tthe steel fibeer content. 2. Super plastiicizer with dosage d rangee of 0.75 to t 1.40% by weigh ht of cem mentations materials m (C Cm = PPC + SF) has been b used to t maintainn the adequuate workaability of silica fume concrete annd silica fuume with steel fiber cooncrete mixees. 3. The compreessive streng gth increasess with the increase inn silica fum me comparred with normal n conccrete.

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544.1R-82, American Concrete Institute, Detroi, 2006. 2. Balaguru P. N., and Shah S. P., “Fiber Reinforced Cement Composites”, McGrawHill: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 fiberreinforced 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

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

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Figure8. Showed 0.5 mmØ Steel Fiber.

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,pp283293. 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 9. Cube Compressive Strength Test.

Figure 7. Workability of concrete by slump.

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

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Figure12. Showed 1.0 mmØ Steel Fiber.

Figure 11. Cylinder Ultrasonic pulse velocity and modulus of elasticity by ultrasonic tester (NDT).

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