International Journal of Civil Engineering and Technology (IJCIET), ISSN 0976 – 6308   INTERNATIONAL JOURNAL OF CIVIL ENGI...
International Journal of Civil Engineering and Technology (IJCIET), ISSN 0976 – 6308(Print), ISSN 0976 – 6316(Online) Volu...
International Journal of Civil Engineering and Technology (IJCIET), ISSN 0976 – 6308(Print), ISSN 0976 – 6316(Online) Volu...
International Journal of Civil Engineering and Technology (IJCIET), ISSN 0976 – 6308(Print), ISSN 0976 – 6316(Online) Volu...
International Journal of Civil Engineering and Technology (IJCIET), ISSN 0976 – 6308(Print), ISSN 0976 – 6316(Online) Volu...
International Journal of Civil Engineering and Technology (IJCIET), ISSN 0976 – 6308(Print), ISSN 0976 – 6316(Online) Volu...
Upcoming SlideShare
Loading in …5
×

Experimental study on polypropylene fiber reinforced moderate deep beam

633 views
615 views

Published on

0 Comments
0 Likes
Statistics
Notes
  • Be the first to comment

  • Be the first to like this

No Downloads
Views
Total views
633
On SlideShare
0
From Embeds
0
Number of Embeds
1
Actions
Shares
0
Downloads
28
Comments
0
Likes
0
Embeds 0
No embeds

No notes for slide

Experimental study on polypropylene fiber reinforced moderate deep beam

  1. 1. International Journal of Civil Engineering and Technology (IJCIET), ISSN 0976 – 6308 INTERNATIONAL JOURNAL OF CIVIL ENGINEERING AND (Print), ISSN 0976 – 6316(Online) Volume 4, Issue 1, January- February (2013), © IAEME TECHNOLOGY (IJCIET)ISSN 0976 – 6308 (Print)ISSN 0976 – 6316(Online)Volume 4, Issue 1, January- February (2013), pp. 126-131 IJCIET© IAEME: www.iaeme.com/ijciet.aspJournal Impact Factor (2012): 3.1861 (Calculated by GISI)www.jifactor.com © IAEME “EXPERIMENTAL STUDY ON POLYPROPYLENE FIBER REINFORCED MODERATE DEEP BEAM” V.R.Rathi [1] A.B.Kawade [2] R.S.Rajguru[3] 1 Associate Professor,Pravara rural engineering college, Loni, (MS), India. 2 Asst. Professor, Amrutvahini College of engineering, Sangamner, (MS), India. 3 P.G.Student, Pravara rural engineering college, Loni, (MS), India. ABSTRACT In present study, the result of polypropylene fiber reinforced moderate deep beam with and without stirrups have been presented. Six beams of constant overall span and depth 150mm, 200mm, 250mm, 300mm with span to depth (L/D) ratios of 4 ,3, 2.4, & 2 and Polypropylene fibers of 12mm cut length and 6 denier were added at volume fraction of 0%, 0.25%, 0.50%, 0.75% & 1 %.The beams were tested under two point loads at mid span. The results showed that the addition of polypropylene fiber significantly improved the compressive strength, split tensile strength, flexural strength, shear stress, reserve strength and ductility of reinforced moderate deep beam without stirrups. Keyword: polypropylene fiber, compressive strength, split tensile strength, flexural strength, shear stress 1.0 INTRODUCTION An attempt has been made through this work to understand the shear stress & flexural strength response of moderate deep beams under fibrous matrix as they predominantly fail under shear and their strength is likely to be controlled by shear rather than flexure provided with nominal amount of longitudinal reinforcement. A very little works have been reported on shear strength and flexural deformational behavior of fibrous Reinforced Cement Concrete moderate deep beams Moderate deep are shear predominant members and generally fail in brittle shear mode. 126
  2. 2. International Journal of Civil Engineering and Technology (IJCIET), ISSN 0976 – 6308(Print), ISSN 0976 – 6316(Online) Volume 4, Issue 1, January- February (2013), © IAEME Concrete has disadvantage that it fails in brittle manner. The fibers can make failuremode more ductile by increasing the tensile strength of concrete. As a result a structuralperformance can be improved. The addition of polypropylene fibers to a reinforced concretebeam is known to increase its shear strength and if sufficient fibers are added, a ductile shearfailure can be suppressed in favor of more ductile behavior. The use of polypropylene fibersis particularly attractive if conventional stirrups can be eliminated, which reducesreinforcement congestion. Many researchers like Vinu R. Patel, Ankur Rana and I. I. Pandya have confirmedaddition of polypropylene fiber show enhanced shear strength and energy distributioncapacity. There are only few studies reporting results on the behavior of beams reinforcedwith a new type of polypropylene Fibrillated mesh fibers. This fiber has a higher modulus ofelasticity and an optimized geometry to enhance the bond between the fiber and the concretematrix, which leads to an increase in the toughness properties of concrete. If sufficient fibersare added, a brittle failure can be suppressed in favor of more ductile behavior. The increasedstrength and ductility of fiber-reinforced beams.2.0 EXPERIMENTAL PROGRAMME2.1 Test Materials: Ordinary Portland Cement (OPC) of 43 grade, natural river sand of fineness modulus4.175 and 20mm coarse aggregate were used. The concrete mix was in proportion of 1:1.272: 2.766 by weight and water cement ratio of 0.43 kept constant for all beam.Polypropylene fibers of 12mm cut length and 6 denier wear used. The workability ofpolypropylene fiber reinforced concrete mixtures was maintained by adjusting the dosage ofsuper plasticizer to offset the possible reduction in slump. For each series of beams, threecubes (150X150X150) mm and three cylinders (150mm diameter, 300mm high) as controlspecimen were cast. Cubes were tested for crushing strength at 28 days and cylinder weretested for splitting tensile strength at 28 days.2.2 Specimen Details Tests were carried out on six beams, simply supported on constant effective span of600mm and width of 150mm under two point concentrated symmetrical loading.There were four series of beams having different depths of 150mm, 200mm, 250mm, 300mmand Polypropylene fibers wear added at volume fraction of 0%, 0.25%, 0.50%, 0.75% & 1%.All beams provided with anchor bars of 2-8 mm, bottom steel of 2-10mm of grade Fe500and only beam of 0% fiber volume fraction were provided with 6mm stirrups of gradeFe250.The beam notation “D150” denotes the beam having overall depth 150mm.2.3 Testing Procedure The beams were tested under two point concentrated loading at their mid span in auniversal testing machine. A dial gauge was fixed at bottom of beam to measure mid spandeflection at interval of 0.5mm and corresponding load were noted. The loading at which firstcrack and ultimate crack appeared was noted. The pattern and propagation of cracks wasnoted, up to failure of beam. 127
  3. 3. International Journal of Civil Engineering and Technology (IJCIET), ISSN 0976 – 6308(Print), ISSN 0976 – 6316(Online) Volume 4, Issue 1, January February (2013), © IAEME January- Table 1 Compressive strength and split tensile strength Test Results Cement Water Fiber Average Average split tensile sand:coarse: cement volume compressive strength aggregate ratio fraction strength (N/mm2) (%) (N/mm2) 1:1.272: 2.766 0.43 0 33.55 2.78 1:1.272: 2.766 0.43 0.25 34.44 2.97 1:1.272: 2.766 0.43 0.50 34.81 3.06 1:1.272: 2.766 0.43 0.75 35.18 3.19 1:1.272: 2.766 0.43 1 36.00 3.30 Table 2 Average flexural strength and Average shear stress Span-depth % Fiber volume Average flexural Average shear Sr. No. ratio(L/D) fraction(Vf) strength (N/mm2) stress (N/mm2) 1 4 0 15.13 2.83 2 4 0.25 15.87 2.97 3 4 0.50 17.23 3.21 4 4 0.75 17.56 3.33 5 4 1 17.85 3.35 6 3 0 9.49 2.37 7 3 0.25 10.18 2.55 8 3 0.50 10.60 2.65 9 3 0.75 11.25 2.81 10 3 1 10.46 3.01 11 2.4 0 6.88 2.15 12 2.4 0.25 7.19 2.25 13 2.4 0.50 7.53 2.36 14 2.4 0.75 8.02 2.51 15 2.4 1 7.75 2.65 16 2 0 5.18 2.17 17 2 0.25 5.46 2.38 18 2 0.50 6.05 2.56 19 2 0.75 6.39 2.80 20 2 1 5.48 2.843.0 RESULT AND DISCUSSION 20 Flexural Strength L/D=4 10 (MPa) L/D=3 0 L/D=2.4 L/D=2 % Fiber Volume Fraction (Vf) Fig.1 Flexural strength Vs % Fiber Volume Fraction 128
  4. 4. International Journal of Civil Engineering and Technology (IJCIET), ISSN 0976 – 6308(Print), ISSN 0976 – 6316(Online) Volume 4, Issue 1, January- February (2013), © IAEME January 3 Shear Stress (Mpa) 2 L/D=4 1 L/D=3 0 L/D=2.4 0 0.5 1 L/D=2 % Fiber Volume Fraction Fig.2 Shear Stress Vs % Fiber Volume Fraction 120 140 100 120 Load (kN) 0 % Fiber Load (kN) 0 % Fiber 100 80 80 60 60 40 40 20 0.25 % 20 0.25 % 0 Fiber 0 Fiber 0123456789 0.50 % 0123456789 0.50 % Deflection (mm) Fiber Deflection (mm) Fiber Fig.3 Load Vs Deflection (L/D=4 and 3) 140 200 0 % Fiber 120 180 160 Load (kN) Load (kN) 100 0% 140 80 Fiber 120 60 100 0.25 % 80 40 0.25 % 60 Fiber 20 40 Fiber 20 0 0 0.50 % 012345678 0.50 % 0123456789 10 Fiber Fiber 0.75 % Deflection (mm) Deflection (mm) Fiber Fig.4 Load Vs Deflection (L/D=2.4 and 2)3.1 Discussion of Crack Patterns and Mode of Failure f The complete failure of the beam was observed to occur in one of the following ways: (i) The waysbeams were collapsed by flexure with a flexural crack near to mid-span. This type of failure was mid span.observed in beams of L/D =4, L/D =3 series. (ii) The diagonal tension failure, observed in the nalmajority of the beams of L/D =2.4, L/D =2 series, was indicated by splitting of beam in the directionof a line joining the inner edge of the support to the outer edge of the loading plate. Beam of seriesL/D =2.4 mainly failed in flexure- -shear mode. While beams of series L/D =2 failed in pure shearmode. The shear compression failure was indicated by crushing of the strut like portion of theconcrete between two adjacent parallel diagonal cracks accompanied by splitting of the concrete alongthe plane of the diagonal cracks and was followed by crushing and bursting in the web. This type offailure observed in some of beams of series L/D=2. 129
  5. 5. International Journal of Civil Engineering and Technology (IJCIET), ISSN 0976 – 6308(Print), ISSN 0976 – 6316(Online) Volume 4, Issue 1, January- February (2013), © IAEME Table 3 Reserve Strength and ductility Reserve Strength Ductility Span- First Ultimate (Wu-Wc/Wc) Deflection at Deflection at m= % Fiber Depth Crack Crack X100, % First Crack Ultimate (Du/Dc) Volume Ratio Load Load Load Crack Load Fraction(Vf) (L/D) Wc, (kN) Wu, (kN) Dc, (kN) Du, (kN) 0 50.240 85.120 69.42 2.20 4.20 1.90 0.25 51.973 89.300 71.81 2.00 4.50 2.25 4 0.50 55.940 96.290 72.13 2.15 4.63 2.15 0.75 57.682 99.850 72.48 1.92 4.60 2.39 1 58.180 100.447 72.64 1.76 4.50 2.55 0 56.880 94.970 66.96 2.42 4.50 1.85 0.25 58.262 101.860 74.83 2.40 4.50 1.87 0.50 60.198 106.100 76.25 2.36 4.52 1.91 3 0.75 63.780 112.560 76.37 2.41 4.50 2.28 1 69.780 120.669 72.92 2.24 5.53 2.46 0 70.383 107.613 52.89 2.78 5.20 1.87 0.25 73.149 112.436 53.70 2.54 5.00 1.96 2.4 0.50 75.060 117.842 56.99 2.64 5.43 2.05 0.75 80.980 125.447 54.91 2.48 5.54 2.23 1 87.745 132.715 51.25 2.53 6.20 2.45 0 82.672 129.713 56.90 3.78 6.00 1.58 0.25 85.120 144.563 69.83 3.25 6.00 1.77 2 0.50 96.553 154.960 67.42 3.36 6.50 1.93 0.75 110.713 169.342 52.95 3.34 6.42 1.79 1 117.968 172.507 46.23 3.30 6.00 1.814.0 CONCLUSIONSFollowing conclusion are drawn from the experimental results, 1) The increase in average compressive strength for PPFC is found 7.30 %. Compared to PCC. The maximum compressive strength is achieved with 1% fiber volume fraction. 2) The increase in split tensile strength is found 18.70 %. The maximum split tensile strength achieved with polypropylene fibers having volume fraction 1 %. 3) The increase in reserve strength for L/D=4, 3, 2.4 and 2 of moderate deep beam is found 4.63%, 14.05%, 7.75% and 22.72% respectively by inclusion of 1%, 0.75%, 0.50% and 0.25% polypropylene fiber respectively. 4) The increase in ductility for L/D=4,3 and 2.4 of moderate deep beam is found 32.76 %, 32.97% and 31.01% respectively by inclusion of 1% polypropylene fiber and The increase in ductility for L/D= 2 is found 19.48 % by inclusion of 0.50% polypropylene fiber. 5) The flexural strength for L/D=4 of moderate deep beam increases is 17.97% by inclusion of 1% polypropylene fiber and for L/D=3, 2.4 and 2 average increment is about 19.48 % by inclusion of 0.75% polypropylene fiber. 6) The shear stress of moderate deep beam increases by 24.97% by inclusion of 1% polypropylene fiber which helps to reduce stirrup requirement. 130
  6. 6. International Journal of Civil Engineering and Technology (IJCIET), ISSN 0976 – 6308(Print), ISSN 0976 – 6316(Online) Volume 4, Issue 1, January- February (2013), © IAEMEREFERENCES1) G. Appa Rao et al., “Studies on effect of size on strength and ductility of RC deep beams.” Journal of Structural Engineering, Vol.36, No. 6, Feb.-March,2010, pp. 393-400.2) Lesley H.Sneed et al., “Influence of Effective Depth on Shear Strength of Concrete Beam-Experimental Study” ACI Structural Journal, v. 107, No. 5, Sep.-Oct. 2010, pp. 554-562.3) Mohamed Zakaria et al., “Experimental Investigation on Shear Cracking Behaviour in Reinforced Concrete Beam with Shear Reinforcement.”Journal of Advanced Concrete Technology Vol.7, No.1, pp79-96.4) Rana A. Mtasher et al., “Strength Prediction of Polypropylene Fiber Reinforced Concrete” Eng. &Tech Journal Vol.29, No.2,2011.5) Saeid Kakooei et al., “The effects of polypropylene fibers on the properties of reinforced concrete structures” Construction and Building Materials 27 (2012) 73–77.6) Salah Altoubat, Ardavan Yazdanbakhsh, and Klaus-Alexander Rieder,” Shear Behavior of Macro-Synthetic Fiber-Reinforced Concrete Beams without Stirrups” ACI Mat. Jl., Vol 106, No.4, July-August 2009, Title No. 106-M44.7) Vinu R. Patel, Ankur Rana And I.I. Pandya, “Shear strength of polypropylene fiber reinforced concrete moderate deep beams without stirrups”, Title No.37-T11, Journal of structural engineering Vol. 37 No.5 December 2010-January-2011, pp. 364-3688) Vinu R. Patel And I.I. Pandya, “Micro Mechanical Measurement of Concrete Strain to Evaluate Principle Strain Distribution in Steel Fiber Reinforced Cement Concrete Moderate Deep Beams across it’s width and depths”, International Journal of civil and structural engineering Vol.1 No.2 2010, ISSN 0976-4259.9) Vinu R. Patel and I.I. Pandya, “Evaluation of shear strain distribution in polypropylene fiber reinforced cement concrete moderate deep beams”, International Journal of civil and structural engineering Vol.1 No.3 2010, ISSN 0976-4399.10) IS 456:2000, “Plain and Reinforced Concrete Code of Practice”, Fourth revision, Bureau of Indian Standards (BIS 2000).11) IS-10262-1982, Recommended Guidelines for Concrete Mix Design, Bureau of Indian Standards.12) Shetty.M.S. “Concrete Technology, Theory and Practice”, S. Chand & Company, New Delhi.13) Adil M. Abdullatif and Tareq S. Al-Attar, “Structural Behavior Of Reed: Evaluation Of Tensile Strength, Elasticity and Stress-Strain Relationships”, International Journal Of Advanced Research In Engineering & Technology (IJARET), Volume 4, Issue 1, 2013, pp. 105 - 113, Published by IAEME.14) Ansari Fatima-uz-Zehra and S.B. Shinde, “Flexural Analysis Of Thick Beams Using Single Variable Shear Deformation Theory”, International Journal of Civil Engineering & Technology (IJCIET), Volume 3, Issue 2, 2012, pp. 292 - 304, Published by IAEME.15) Misam.A and Mangulkar Madhuri.N, “Structural Response Of Soft Story-High Rise Buildings Under Different Shear Wall Location”, International Journal of Civil Engineering & Technology (IJCIET), Volume 3, Issue 2, 2012, pp. 169 - 180, Published by IAEME. 131

×