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Experimental Investigation on Blended Fiber Reinforced Self-Compacting Concrete
1.
International Research Journal
of Engineering and Technology (IRJET) e-ISSN: 2395-0056 Volume: 06 Issue: 04 | Apr 2019 www.irjet.net p-ISSN: 2395-0072 © 2019, IRJET | Impact Factor value: 7.211 | ISO 9001:2008 Certified Journal | Page 4113 Experimental Investigation on Blended Fiber Reinforced Self- Compacting Concrete Dennis Joy Markose1, Sarah Anil2 1PG Student, Computer Aided Structural Engineering, Dept. of Civil Engineering, Mar Athanasius College of Engineering, Kothamangalam P.O, Ernakulam, Kerala, India 2Assistant Professor, Dept. of Civil Engineering, Mar Athanasius College of Engineering, Kothamangalam P.O, Ernakulam, Kerala, India ---------------------------------------------------------------------***---------------------------------------------------------------------- Abstract - The paper presents an experimental study of self compacting concrete (SCC) by considering steel and natural fibers as effective reinforcements in hybridization. The influence of combinations steel fibers and natural fibers with different lengths and cross-sectionalshapeonthecompressive strength and flexural behavior of SCC was investigated. Hooked end steel fibers with an aspect ratio 60 and banana fiber (musa sapientum) with an aspect ratio of 100 as natural fiber is taken for combinations. Volume fraction of fibers considered are 0.5%, 1% and 1.5% of volume of concrete mix. Ratio of volume of hybridization of fibers includes 1:1, 1:3 and 3:1(Natural: Steel) for the above percentage of fibers. Key Words: self-compacting concrete, hybrid mix of steel fibers, flexural tensile strength 1. INTRODUCTION The use of SCC can shorten the time as well as decrease the costs of the building process. The incorporation of the randomly distributed steel fibersinto brittleSCCimprovesits tensile parameters. The steel fibers can be effective in delaying propagation of micro- or macro-cracks according to geometrical parameters of fibers. Because of its technical benefits with the developments in new generation superplasticizers, self-compacting concrete has been widely used in construction industry. Since that period, other fibers have been evaluated as reinforcement in concrete elements, butsteel isstill themost used fiber. Its popularity is associated with thefact thatsteel presents a good affinity with concrete, the ease of use, the high toughness and resistance to static and dynamic loads. Several categories of fiber reinforced concrete have been developed over the past three decades presenting different mechanical properties. Fibers in the cement based matrix acts crack arrester, which restricts the growth of flaws in the matrix , preventing these from enlarging under load ,into cracks which eventually causes failure. Prevention of propagation of cracks originating from interior flaws, can result in improvements in static and dynamic properties of the concrete. Moreover the use of fibers alters the performance of fiber matrix composite after concrete has cracked, thereby improving ductility. In India a great amount of waste is produced every day. Reuse of such waste materials in concrete constructions is happening nowadays. In southern part of India, material such as rice husk, coconut coir, sugarcane stems and banana stems are abundantly available as waste. Such materials have to be chosen and properly treated and introduced in concrete as additives to modify some of the properties of concrete. Here an attempt has been made, to investigate the possibility of using these waste materialsasfibrousconcrete composite material. Extensive research work on FRC has established that combination of two or more types of fibers such as Steel fibers and natural fibers increase the overall performance of concrete composites. The beneficial effects of Banana fibers is to arrest the propagation of micro cracks in the elastic stage of concrete due to their lower modulus and increase fiber availability at a given volume fraction.Itisimportant to have a combination of law modulus and modulus fibers to adjust the micro and macro cracks respectively. Pajak et al.[1], incorporated randomly distributed steel fibers into brittle SCC improves its tensile parameters. The steel fibers can be effective indelayingpropagationofmicro- or macro-cracks according to geometrical parameters of fibers. To attract all types of cracks the fibers with different geometrical parameters should be used simultaneously. Akcay et al.[2] studied the mixture design, workability, fiber dispersion/orientation, mechanical properties and fracture behaviour of hybrid steel fiber reinforced self-compacting concretes (HSFRSCCs) were investigated. The results of slump flow, Ubox, V-funnel and J-ring tests have shown that increasing the fiber content of the concretesslightlyreduced the workability of HSFRSCC, and the main influencing factor on flowability is the geometry of fibres. The addition of fibers, although did not change the final flowability, decreased the rate of flowability. The results from the experimental tests showed that the flexural
2.
International Research Journal
of Engineering and Technology (IRJET) e-ISSN: 2395-0056 Volume: 06 Issue: 04 | Apr 2019 www.irjet.net p-ISSN: 2395-0072 © 2019, IRJET | Impact Factor value: 7.211 | ISO 9001:2008 Certified Journal | Page 4114 strengths increased slightly with increasing strength of long fibers, whereas the splitting tensile strength remained unchanged. Rambo et al. (2011) presented preliminary results of an experimental investigation on the mechanical behavior of self-consolidating concrete reinforced with hybrid steel fibers in the material and structural scale. the mechanical response was measured under tension and bending tests. In the flexural test, the movement of the neutral axis was experimentally determined by strain-gages attached to compression and tensile surfaces. Doo-Yeol Yoo et al. [4] investigated the implications of fiber hybridization on the flexural behavior of ultra-high- performance concrete(UHPC).Testresultsindicatedthat the hybrid use of long and medium-length fibers effectively improved the flexural performanceintermsofpost-cracking strength, deflection capacity, toughness, and cracking behavior, whereas the hybrid use of long and short fibers generally decreased the performance. In a study conducted by Algin and Ozen [5], The use ofbasalt fibre in the production of self-compactingconcrete(SCC)has been studied to identify how the fresh and hardened properties of SCC are affected by the addition of fiber. The results reveal that the use of basalt fiber decreases the workability but improves the mechanical properties of SCC. Hadi and Tikrite [6] investigated experimentally the influence of steel fibres inclusion on the behaviour of Reactive Powder Concrete (RPC) columns. Micro steel fibre (MF) and deformed steel fibres (DF) were used. Steel fibres were hybridized to produce hybrid steel fibre(HF).Finally,it was observed that the RPC specimens reinforced with HF showed delayed spalling of concrete cover more than the RPC specimens that included MF and DF. Senthilkumar et al.[7], dealt with the mechanical properties of sisal fiber and the several factors influencing the mechanical properties of its polymer composites, such as fiber loadings, fiber length, fiber architecture, chemical treatments and hybridization by incorporating different natural/synthetic fiber/fillers or additive, according to the application and strength requirements. 2. EXPERIMENTAL PROGRAM 2.1 Test Specimens The cube moulds of size 150mm x 150mm x 150mm, cylindrical moulds of size 150mm diameter and 300mm height and beam moulds of size 100mm x 100mm x 500mm length were selected for casting the specimens for compression test, split tensile test and flexural test of the blended fiber reinforced SCC. 2.2 Fiber Proportion in SCC Mix The designation of various mixes are shown in the table given below; Table -1: Mix ID Table 3. MATERIALS AND METHODS 3.1 Cement The cement used is OPC 53 grade.The tests were conducted according to Indian Standard recommendations [12].The physical properties of cement are tabulated in Table 2. Mix ID Volume fractions of fibers Natural fiber Steel fiber F 0.0 0.0 0.0 F 0.5 0.0 0.5 F 1.0 0.0 1.0 F 1.5 0.0 1.5 F 0.5 (N25/S75) 0.125 0.375 F 0.5 (N50/S50) 0.25 0.25 F 0.5 (N75/S25) 0.375 0.125 F 1.0 (N25/S75) 0.25 0.75 F 1.0 (N50/S50) 0.5 0.5 F 1.0 (N75/S25) 0.75 0.25 F 1.5 (N25/S75) 0.375 1.125 F 1.5 (N50/S50) 0.75 0.75 F 1.5 (N75/S25) 1.125 0.375
3.
International Research Journal
of Engineering and Technology (IRJET) e-ISSN: 2395-0056 Volume: 06 Issue: 04 | Apr 2019 www.irjet.net p-ISSN: 2395-0072 © 2019, IRJET | Impact Factor value: 7.211 | ISO 9001:2008 Certified Journal | Page 4115 Table -2: Physical Properties of Cement Sl No. Properties Value Recommended Value 1 Specific gravity 3.15 3.10 to 3.16 [13] 2 Standard consistency (%) 31 26-33 [11] 3 Initial setting time (minutes) 44 Not less than 30 [12] 4 Final setting time (minutes) 348 Not greater than 600 minutes [12] 5 Mortar Cube Compressive Strength of Cement (MPa) 55.9 MPa (672hrs) >53MPa (672hrs) 3.2 Superplasticiser The super plasticizer used was MasterGlenium SKY 8233. The physical properties of superplasticizer are tabulated in table 3 Table -3: Properties of Superplasticiser SI No Properties Value (Given by Manufacture) 1 Appearance Light Brown liquid 2 pH 3 Relative Density 1.08 0.01 at C 4 Chloride ion content <0.2% 5 Magnesium oxide (MgO) 1.62 3.3 Banana Fiber The physical properties and image of banana fiber are given below. Table -4: Physical Properties of Banana Fiber SI No Properties Values 1 Length 25mm 2 Diameter mm 3 Aspect Ratio 100 Density 1.35 Youngs modulus 43.5 GPa 3.4 Steel Fiber Hooked end steel fibers are used and the physical properties of steel fiber are given in the table given below. Table -5: Physical Properties of steel Fiber SI No Properties Values 1 Length 30 mm 2 Diameter mm 3 Aspect Ratio 60 4 Density 7.85 5 Specific gravity 2.9 4. MIX DESIGN There is no standard method for SCC mix design and many academic institutions, ready-mixed, precast and contracting companies have developed their own mix proportioning methods. In this study, the mixdesignprocedure wascarried out by using modified Nan Su method [9],whichsatisfiedthe requirements of EFNARC guidelines. 5. RESULTS AND DISCUSSIONS 5.1 Fresh Concrete Properties As per EFNARC [20], SCC can be classified on the basis of slump-flow as SF1, SF2 and SF3, viscosity as VS1/VF1 and VS2/VF2 and on passing ability as PA1 and PA2. Fresh properties of mixes were tabulated in Table
4.
International Research Journal
of Engineering and Technology (IRJET) e-ISSN: 2395-0056 Volume: 06 Issue: 04 | Apr 2019 www.irjet.net p-ISSN: 2395-0072 © 2019, IRJET | Impact Factor value: 7.211 | ISO 9001:2008 Certified Journal | Page 4116 Table -6: Fresh properties of SCC Mix ID T500 (s) Slump- flow (mm) L – box test (mm) F 0.0 4.5 680 0.99 F 0.5 6 660 0.96 F 0.5 (N25/S75) 6 665 0.94 F 0.5 (N50/S50) 6.5 660 0.94 F 0.5 (N75/S25) 8 675 0.89 F 1.0 12.5 590 0.93 F 1.0 (N25/S75) 12 610 0.86 F 1.0 (N50/S50) 13 650 0.88 F 1.0 (N75/S25) 13 660 0.74 F 1.5 16.5 480 0.89 F 1.5 (N25/S75) 15 510 0.765 F 1.5 (N50/S50) 14.5 540 0.85 F 1.5 (N75/S25) 14.5 560 0.83 5.2 Hardened Self Compacting Concrete Properties The respective results for the hardened self compacting concrete properties are in the table given below, along with their corresponding mix ID. Table -7: Hardened properties of SCC Mix ID Compressive Strength Split Tensile Strength Flexural Strength F 0.0 38.15 MPa 3.49 MPa 5.50 MPa F 0.5 41.9 MPa 4.46 MPa 9.25 MPa F 0.5 (N25/S75) 39.93 MPa 4.08 MPa 8.75 MPa F 0.5 (N50/S50) 38.13 MPa 3.56 MPa 7.75 MPa F 0.5 (N75/S25) 36.13 MPa 3.97 MPa 6.75 MPa F 1.0 51.13 MPa 7.95 MPa 11.58 MPa F 1.0 (N25/S75) 48.10 MPa 6.81 MPa 11.09 MPa F 1.0 (N50/S50) 45.80 MPa 6.30 MPa 10.25 MPa F 1.0 (N75/S25) 41.06 MPa 6.10 MPa 8.65 MPa F 1.5 55.93 MPa 9.92 MPa 14.25 MPa F 1.5 (N25/S75) 52.10 MPa 9.65 MPa 13.92 MPa F 1.5 (N50/S50) 49.35 MPa 9.28 MPa 12.83 MPa F 1.5 (N75/S25) 42.60 MPa 8.50 MPa 11.75 MPa 5.2.1 Compressive Strength Test The variation of compressive strength at 28 days of curing for various mix id is graphed and plotted, shown in Fig.3. Fig -1: Compressive Strength of SCC
5.
International Research Journal
of Engineering and Technology (IRJET) e-ISSN: 2395-0056 Volume: 06 Issue: 04 | Apr 2019 www.irjet.net p-ISSN: 2395-0072 © 2019, IRJET | Impact Factor value: 7.211 | ISO 9001:2008 Certified Journal | Page 4117 The result shows that percentage increase in the compressive strength is higher with the addition of fibres. However, hybridization plays a crucial role as it influences the strength substantially. The mix id F 0.5 (N50/S50) is found optimum under the category of compressive strength sacrificing 3.77 percentage strength to that of mix id F 0.5, however increasing the profit margin by replacing 50 percent of the steel fibres by natural fibre in a concrete volume mix of 0.5 percentage fibre imparted in the mix. Similarly mix id F 1.0 (N25/S75) and F 1.5 (N50/S50) is found most optimum, sacrificing 3.03 and 3.83 percentage substituting 25 percentage of steel fiber with natural fiber in 1.0 percent SCC fiber concretemixand50 percentageofsteel fiber with natural fiber in 1.5 percent SCC fiber concrete mix respectively. 5.2.2 Flexural Strength Test Flexural strength, also known as modulus of rupture,orbend strength, it’s the stress at which a material yield in a flexure experiment. The variation of flexural strength at 28 days curing for different concrete composition in the figuresgiven below. Fig -2: flexural Strength of SCC The mix id F 0.5 (N75/S25) is found optimum under the category of flexural strength, sacrificing 5.4 percentage strength to that of mix id F 0.5. Similarly the mix id F 1.0 (N50/S50) by 11.48 percentage and F1.5(N75/S25)by2.31 percentage to that of mix id F 1.0 and F1.5 can chosen optimum. 5.2.3 Split Tensile Strength Test The variation of split tensile strength at 28 days curing for different concrete composition in the figures given below. Fig -3: Split Tensile Strength of SCC In split tensile strength, the strength gets influenced by dosage of fibers for reinforcement. The mix id F 0.5 (N75/S25) is found optimum under the category of split tensile strength ,sacrificing 8.52 percentage strength to that
6.
International Research Journal
of Engineering and Technology (IRJET) e-ISSN: 2395-0056 Volume: 06 Issue: 04 | Apr 2019 www.irjet.net p-ISSN: 2395-0072 © 2019, IRJET | Impact Factor value: 7.211 | ISO 9001:2008 Certified Journal | Page 4118 of mix id F 0.5. Similarly the mix id F 1.0 (N75/S25) by 14.34 percentage and F 1.5 (N75/S25) by 5.2 percentage to that of mix id F 1.0 and F 1.5 can chosen optimum. 6. CONCLUSIONS The experimental results indicate that the natural fibers have a good capability of using it as a reinforcementmaterial along the steel fibers imparted at specified percentages. In flow/passing ability experimental techniques, itprovedthat mix with low fiber content had better workability. From the investigation, due to hybridization of natural fiber with the steel fiber, it is seen that the natural fiber had a crucial role especially in the category of split tensile strength and flexural strength parameters. The following conclusions are drawn from the experimental results. The mix id F 0.5 (N50/S50) is foundoptimumunder the category of compressive strength to that of mix id F 0.5. Similarly mix id F 1.0 (N25/S75) and F 1.5 (N50/S50) is found mostoptimumincomparisonto mix id F 1.0 and F 1.5 respectively. The mix id F 0.5 (N75/S25) is foundoptimumunder the category of flexural strength to that of mix id F 0.5. Similarly mix id F 1.0 (N50/S50) and F 1.5 (N75/S25) is found mostoptimumincomparisonto mix id F 1.0 and F 1.5 respectively. The mix id F 0.5 (N75/S25) is foundoptimumunder the category of split tensile strengthtothatofmixid F 0.5. Similarly mix id F 1.0 (N75/S25) and F 1.5 (N75/S25) is found mostoptimumincomparisonto mix id F 1.0 and F 1.5 respectively. REFERENCES [1] Małgorzata Pająk, Tomasz Ponikiewski, Experimental Investigation on Hybrid Steel Fibers Reinforced Self- compacting Concrete under Flexure, Procedia Engineering ,volume 193, 2017, Pages 218-225.55165 [2] B. Akcay, M.A. Tasdemir, Mechanical behaviour andfibre dispersion of hybrid steel fibre reinforcedself-compacting concrete. ConstructionandBuildingMaterials.28(2012) 287–29351651 [3] D.A.S. Rambo, F.A. Silva, R.D.T. FilhoMechanicalbehavior of hybrid steel-fiber self-consolidatingconcrete:Materials and structural aspects. Materials and Design, 54 (2014), pp. 32-42 [4] Doo-Yeol Yoo, Sung-Wook Kim, Jung-Jun Park, Comparative flexural behaviorofultra-high-performance concrete reinforced with hybrid straight steel fibers, Construction and Building Materials. Volume 132, 1 February 2017, Pages 219-229. [5] Zeynep Algin and Mustafa Ozen, The properties of chopped basalt fibre reinforced self-compactingconcrete, Journal of Constructional and Building Materials, Volume 186, 2018 ,pages 678-685 [6] Muhammad N.S.Hadiand Ahmed Al Tikrite, Behaviourof fibre-reinforced RPC columns under different loading conditions, Journal of Constructional and Building Materials, Volume 156, 2017 ,pages 293-306 [7] K.Senthilkumar, N.Rajini, M.Chandrasekar, M.Jawaid, SuchartSiengchin, Othman Y.Alotman, Mechanical properties evaluation of sisal fibre reinforced polymer composites,Construction and BuildingMaterials,Volume 174, 20 June 2018, Pages 713-729 [8] P. Loganathan and G.S. Thirumaganam, Experimental study on mechanical properties and durability properties of hybrid fiber reinforced concrete usingsteelandbanana fibers, Journal of Structural Engineering ,Vol. 44, No.6, March 2018 [9] Nan Su, Kung Chung Hsu and His Wen Chai,”A Simple Mix Design Method for Self Compacting Concrete”,Cement and concrete research 31{2001), 1799-1807 [10] Robert F. Blanks and Henry L.Kennedy, The Technology of Cement and Concrete, Volume 1, Concrete materials [11] ] IS:4031 part 4: (1988)-”Method of Physical Tests for Hydraulic Cement , Bureau of Indian Standards”, New Delhi, India [12] IS:383(1970)-”Specification for coarse and fine aggregate from natural sources for concrete”, Bureau of Indian Standards”, New Delhi, India [13] IS 2386 Part 1-(1963),”Methods of Test for Aggregates for Concrete – Part 1 Particle Size and Shape”, Bureau of Indian Standards”, New Delhi, India [14] IS:12296 (2013)-”Ordinary Portland Cement, 53 grade- Bureau of Indian Standards”, New Delhi, India [15] Vilas V. KArjinni, and Shrihail B. Anandhini (2009), Mixture Proportion Procedure for SCC, The Indian Concrete Journal, 34-40 [16] A.M. Neville, Properties of Concrete, Addison Wesley Longman Ltd. [17] IS:516-1959, “Methods of Tests for Strength ofConcrete, Bureau of Indian Standards”, NewDelhi .
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