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Experimental Investigation on Self Compacting Concrete by Introducing Fly Ash with Varied Size of Aggregate
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Experimental Investigation on Self Compacting Concrete by Introducing Fly Ash with Varied Size of Aggregate
1.
International Research Journal
of Engineering and Technology (IRJET) e-ISSN: 2395-0056 Volume: 04 Issue: 07 | July -2017 www.irjet.net p-ISSN: 2395-0072 © 2017, IRJET | Impact Factor value: 5.181 | ISO 9001:2008 Certified Journal | Page 2579 Experimental Investigation on Self Compacting Concrete by Introducing Fly Ash with Varied Size of Aggregate Vishnukanth1, Ravi Tilaganji2 1M.Tech Student, construction Technology, Department of Civil Engineering, Jain College of Engineering Belagavi, Karnataka, India 2Assistant Professor, Department of Civil Engineering, Jain College of Engineering, Belagavi, Karnataka, India ---------------------------------------------------------------------***--------------------------------------------------------------------- Abstract - Self-compacting concrete is a most preferred type of concrete, due to its complete flow ability without using vibrating tools. It is easily feasible for any shapeandsizeofthe formwork. Self-compacting concrete is one of the green technics for avoiding sound effect on construction site. The fly ash will be very helpful to reduction of natural resources for manufacturing cement and also very little effectinproduction of carbon emission gases. The mix design is made according to IS 10262:2009. In this study, 10mm coarse aggregate is replaced by 20mm at a percentages of 10%, 20%, 30%, 40%, 50%andcementby30% of Fly ash. The rodded density and voids ratio of 20mm with 10mm coarse aggregate are obtained. The aggregate mix ratio has been kept with 60% of coarse aggregate and 40% of fine aggregate. The fresh state properties are conducted for Inverted slump flow test, Inverted T50cm slump flow test, V- funnel test, V-funnel at T5 minutes, L-box test and Orimet test, all the tests results are acceptable up to 50% of 10mm coarse aggregate replacement by 20mmCoarseaggregate, exceptfor the V-funnel at T5 minutes test at 0% CASCC and Orimet test at 50%CASCC. The hardened state properties tests are conducted after curing of 7days, 14days, and 28days. The results obtained in the hardened state for Compressive strength and Split tensile strength at 30% replacement of 10mm coarse aggregates by 20mm are giving optimum results. Key Words: SCC (Self Compacting Concrete), Compressive Strength, Split Tensile Strength, Cement, Fly Ash, CA(Coarse Aggregate). 1. INTRODUCTION 1.1 General: There is a rapid development in concrete technology in the past three to four decades due to enhancementinitsstrength and durabilityas well as variousotherpropertieswhichwere developed earlier as use of steel reinforcement, reinforced cement concrete, and pre-stressed concrete. A concretewhich totallygetscompactedbyitselfcoveringthe required size and shape of elements is defined as Self Compacting concrete. Self-Compacting concrete was first discovered in early 1980’s in Japan and since, then it was adopted all over the world as it is having high time efficient process, requires less labours, consumes less energy and gives a smooth finishing surface. In India Self-compacting concrete is not utilized much, as people are not aware about it and also its reimbursements. Once people get attentive about its replacement for a conventional concrete, it may be used at high pace in coming years forprojectsundertakenby National and International construction companies. The construction industries are slowingdownwiththeuseof conventional concrete in recent years and have switched for construction of green buildings, so as to make efficient usefulness of naturally available materials and other resources which are energy efficient, sustainable, improve performance of the building reducing impact on the environment. Fly ash is the byproduct of coal combustion which is used as replacement of cement as sustainable or green product. India is more relied on non-renewableenergy like thermal energy, which largely uses coal for producing electricity. The fly ash obtained as byproduct is taken to larger area fordisposal purpose whichpollutesair,watercan be utilized as green material which gives an added strength and properties to the concrete structures. 1.2 Self Compacting Concrete: Thisconcreteisa most preferred type of a concrete,duetoits completeflow ability withoutusingvibratingtools.Itiseasily feasible foranyshapeandsizeoftheformwork,thusconcrete is infilled with a verycongested narrow space reinforcement with penetrated due to its self-compacting nature. Hence, homogeneity is achieved without segregation and bleeding which prevents honeycombing in the future.It reduces noise level as we deny the use of vibrating tools during the construction work, the better working environment.SCChas a greater advantage over theothertypeofconcretebecauseit provides minimum percentage of voids and also provides smooth surfaces, greater workability and reduces the labors. SCC provides ease in providing and dismantling of the formworks. It easily feasible with different size of coarse aggregatesand without effectingtheflowingability,provides the design flexibility to the designer with the help of guidelines. Superior quality control, durability is achieved and also construction speed.
2.
International Research Journal
of Engineering and Technology (IRJET) e-ISSN: 2395-0056 Volume: 04 Issue: 07 | July -2017 www.irjet.net p-ISSN: 2395-0072 © 2017, IRJET | Impact Factor value: 5.181 | ISO 9001:2008 Certified Journal | Page 2580 2. MATERIAL USED 2.1 Cement: The cement is used in this study, was an Ordinary Portland Cement with 43 grade, and confirmed according to IS: 8112- 1989. Various tests were conducted in the laboratory, the following results are mentioned below. Table -1: Results of Cement Characteristics Name of Tests Results Units Normal consistency 32 Percentage Initial setting 70 Minutes Final setting 390 Minutes Specific gravity 3.1 Unit less Fineness 7 Percentage 2.2 Fly ash: It is obtained from combustion of powdered coal collected by the electrostatic precipitator transported by the fuel gases. It is available in finely divided residue form. For the study fly ash is brought form WCPM limited at Dandeli and confirmed according to IS 3812, Part-1. Different types of tests were carried out, it has been used as a replacement material of cement powder,theresultsobtainedforthetests shown below. Table -2: Results of Fly Ash Characteristics Name of Test Results Units Specific gravity 2.24 Unit less Color Medium dark gray Unit less Fineness 14.2 Percentage Water content 0.2 Percentage 2.3 Natural sand: It is a fine granular material naturally available which is composed of finely divided rock particles. The size of the fine aggregatevaries betweenISsieveno.4.75mmto150microns is defined fine aggregate.Forpresentstudyandspecifications of sand were satisfied of IS: 383-1970. In the laboratory tests have been conducted and results are mentioned below. Table -3: Results of Natural Sand Characteristics Name of Tests Results Units Water absorption 4 Percentage Specific gravity 2.44 Unit less Bulk density 1612 kg/m3 Silt content 3.01 Percentage Fineness modulus of sieve analysis 2.27 Unit less 2.4 Coarse aggregate (10mm and 20mm): The naturally available aggregate with the size varying from 40mm down size to 4.75mm sieve as IS Sieves is called as coarse aggregate. In this present study, which is mainly focusedonsubstitutionfor10mmby20mmcoarseaggregate. Both coarse aggregate were bought form Tahsildar crusher plant at Rana-Kunde, shape of aggregates were acceptable. Characteristics of aggregates are rounded,cubicalalongwith quality and uniform grading, the tests had conducted in the college laboratory with results are mentioned below. Table -4: Results of Both 20mm and 10mm Coarse Aggregate Characteristics Name of Tests Results Units 20mm 10mm Specific gravity 3 2.95 Unit less Water absorption 0.4 0.5 Percentage Bulk density 1528 1669 kg/m3 2.5 Super plasticizer: It’s a liquid based admixture, it shows effective results to water content and provides the greater workability in the blending of concrete. The super plasticizer was adopted based as a conflow poly carboxylic of boxer construction chemicals and the dosage were not changed at variety of alterations. The specific gravity is 1.24.
3.
International Research Journal
of Engineering and Technology (IRJET) e-ISSN: 2395-0056 Volume: 04 Issue: 07 | July -2017 www.irjet.net p-ISSN: 2395-0072 © 2017, IRJET | Impact Factor value: 5.181 | ISO 9001:2008 Certified Journal | Page 2581 2.6 Water: Water which is used for the study is potable and reasonably free from suspended solids, dissolved salts and organic matter. Clean water shall be used and it shall not contain any impurities. The quality of water should be satisfied with IS 456:2000. 3. METHODOLOGY The practical test assessments were conducted on fresh properties and hardened properties of concrete as well as coarse aggregate. 1 Voids Ratio Test 2 Rodded Density Test 3 Inverted Slump Flow Test 4 T50cm Flow Test 5 V-Funnel Test 6 Orimet Test 7 L-Box test 8 V-Funnel at T5minutes Test 9 Compression Test 10 Split Tensile Test 4. Results and Discussions Table -5: Results of Voids Ratio Test Percentage of Substitutes of 20mm Coarse Aggregate Details Results in Percentage 0%CA CA with 0%substitute to 10mm by 20mm 0.457 10%CA CA with 10%substitute to 10mm by 20mm 0.460 20%CA CA with 20%substitute to 10mm by 20mm 0.464 30%CA CA with 30%substitute to 10mm by 20mm 0.468 40%CA CA with 40%substitute to 10mm by 20mm 0.471 50%CA CA with 50%substitute to 10mm by 20mm 0.477 Graph -1: Results of Voids Ratio Test Graph represents the voids ratio for the coarse aggregate is gradually increasing with increase in the percentage of coarse aggregate from 0%CA to 50%CA. Table -6: Results of Rodded Density Test Graph -2: Results of Rodded Density Test Percentage of Substitutes of 20mm Coarse Aggregate Details Results in kg/m3 0%CA CA with 0%substitute to 10mm by 20mm 1666 10%CA CA with 10%substitute to 10mm by 20mm 1659 20%CA CA with 20%substitute to 10mm by 20mm 1644 30%CA CA with 30%substitute to 10mm by 20mm 1628 40%CA CA with 40%substitute to 10mm by 20mm 1609 50%CA CA with 50%substitute to 10mm by 20mm 1588
4.
International Research Journal
of Engineering and Technology (IRJET) e-ISSN: 2395-0056 Volume: 04 Issue: 07 | July -2017 www.irjet.net p-ISSN: 2395-0072 © 2017, IRJET | Impact Factor value: 5.181 | ISO 9001:2008 Certified Journal | Page 2582 Graph represents the rodded density of coarse aggregate is gradually decreasing with increasing in the percentage of coarse aggregate from 0%CA to 50%CA. Table -7: Results of Inverted Slump Flow Test Percentage of Substitutes of 20mm Coarse Aggregate Results Limits for Value 0%CASCC 710 Lowest Highest 10%CASCC 680 650mm 800mm 20%CASCC 690 30%CASCC 684 40%CASCC 680 50%CASCC 672 Graph -3: Results of Inverted Slump Flow Test Graph represents the inverted slump flow test results showing the ability offilling,withaveryhighabilityof filling at 0%CASCC and very low ability of filling at 50%CASCC. Also it is found that all percentage of coarse aggregates is within the standard limit. Table -8: Results of T50cm-Inverted Slump Flow Test Percentage of Substitutes of 20mm Coarse Aggregate Results Limits for Value 0%CASCC 3.25 Lowest Highest 10%CASCC 3.9 2seconds 5seconds 20%CASCC 4 30%CASCC 4.2 40%CASCC 4 50%CASCC 4.8 Graph -4: Results of T50cm-Inverted Slump Flow Test Graph represents the T50cm inverted slump flow test ability of filling in seconds, which are well within the standard range. It is also representing that less duration is required at 0%CASCC and more duration is required at 50%CASCC. Table -9: Results of V-Funnel Tests Percentage of Substitutes of 20mm Coarse Aggregate Results Limits for Value 0%CASCC 8.2 8seconds 12seconds 10%CASCC 8.42 20%CASCC 8.52 30%CASCC 9.12 40%CASCC 9.58 50%CASCC 10.92
5.
International Research Journal
of Engineering and Technology (IRJET) e-ISSN: 2395-0056 Volume: 04 Issue: 07 | July -2017 www.irjet.net p-ISSN: 2395-0072 © 2017, IRJET | Impact Factor value: 5.181 | ISO 9001:2008 Certified Journal | Page 2583 Graph -5: Results of V-Funnel Test Graph represents the V-funnel testabilityoffillingin seconds, which are well within the standard range. Also it is representing very high ability of filling at 0%CASCC and very low ability of filling at 50%CASCC. Table -10: Results of V-Funnel at T5 minutes Test Percentage of Substitutes of 20mm Coarse Aggregate Results Limits for Value 0%CASCC 11.26 Lowest Highest 10%CASCC 12.13 12seconds 12+3seconds 20%CASCC 12.56 30%CASCC 13.15 40%CASCC 13.42 50%CASCC 14.5 Graph- 6: Results of V-Funnel at T5 minutes Test Graph represents the V-funnels at T5 minutes test resistance to segregation of coarse aggregates. It also seen that for10%CASCC to 50%CASCC is well within the standard range. At 0%CASCC the resultwas below the standard range, which is not much acceptable. Table -11: Results of L-Box Test Percentage of Substitutes of 20mm Coarse Aggregate Ratio of H2/H1 Limits for Value 0%CASCC 0.81 Lowest Highest 10%CASCC 0.86 0.8 1 20%CASCC 0.89 30%CASCC 0.94 40%CASCC 0.96 50%CASCC 1 Graph -7: Results of L-Box Test Graph represents the L-box test results showing the ratios of ability of passing, whicharewellwithinthestandard range. It isseen that ratioofH2/H1as0.81at0%CASCCasthe minimum required range and 1.00 at 50%CASCC as maximum required range. Table -12: Results of Orimet Test Percentage of Substitutes of 20mm Coarse Aggregate Results Limits for Value 0%CASCC 3.42 Lowest Highest 10%CASCC 3.8 0seconds 5seconds 20%CASCC 4.2
6.
International Research Journal
of Engineering and Technology (IRJET) e-ISSN: 2395-0056 Volume: 04 Issue: 07 | July -2017 www.irjet.net p-ISSN: 2395-0072 © 2017, IRJET | Impact Factor value: 5.181 | ISO 9001:2008 Certified Journal | Page 2584 30%CASCC 4.22 40%CASCC 4.8 50%CASCC 5.6 Graph -8: Results of Orimet Test Graph represents the Orimet test ability of filling in seconds. It is marked that the ability of filling is less duration at 0%CASCC and more duration at 40%CASCC. The ability of filling is failed at 50%CASCC. Table -13: Results of Compressive Strength Test Percentage of Substitutes of 20mm Coarse Aggregate Results in N/mm2 7days 14days 28days 0%CASCC 28.14 40.30 45.53 10%CASCC 28.96 42.77 46.73 20%CASCC 30.13 42.93 47.30 30%CASCC 32.43 44.30 49.47 40%CASCC 30.11 41.86 47.97 50%CASCC 28.30 40.53 45.73 Graph -9: Results of Compressive Strength Test at 7days Graph represents the compressive strength test results at 7days, it is seen that higher value of compressive strength at 30%CASCC. Graph -10: Results of Compressive Strength Test at 14days Graph represents the compressive test results at 14days, it is seen that higher valueofcompressivestrengthat 30%CASCC. Graph -11: Results of Compressive Strength Test at 28days
7.
International Research Journal
of Engineering and Technology (IRJET) e-ISSN: 2395-0056 Volume: 04 Issue: 07 | July -2017 www.irjet.net p-ISSN: 2395-0072 © 2017, IRJET | Impact Factor value: 5.181 | ISO 9001:2008 Certified Journal | Page 2585 Graph represents the compressive test results at 28days, it is seen that higher valueofcompressivestrengthat 30%CASCC. Table -14: Results of Split Tensile Strength test Percentage of Substitutes of 20mm Coarse Aggregate Results in N/mm2 7days 14days 28days 0%CASCC 1.67 3.63 4.28 10%CASCC 1.76 3.74 4.43 20%CASCC 1.79 3.93 4.63 30%CASCC 1.84 4.25 4.65 40%CASCC 1.79 4.06 4.43 50%CASCC 1.74 3.8 4.16 Graph -12: Results of Split Tensile Strength at 7days Graph represents the split tensile strength test resultsat 7days, it is seen that highervalueoftensilestrength at 30%CASCC. Graph -13: Results of Split Tensile Strength Test at 14days Graph represents the split tensile strength test results at 14days, it is seen that higher value of tensile strength at 30%CASCC. Graph -14: Results of Split Tensile Strength Test at 28days Graph represents the split tensile strength test at 28days, it is seen that higher value of tensile strength at 30%CASCC. 4. CONCLUSION After thorough study on literature, experimental investigations and discussions of outcomes; following conclusions on drown. 1) The rodded density of coarse aggregate is very high at 0%CA and voids ratio of is very lowest at 0%CA. 2) The results of freshconcretesatisfythelimitsoftestforall percentage of substitute of 20mm coarse aggregate, except 0%CASCC for V-T5 minutes and 50%CASCC for Orimet test. 3) The 30%CASCCofpartialreplacementofcoarseaggregate gives the good range of compressive strength of specimens after curing period of 7days, 14days and 28days, compared with other percentage of substitutes. 4) The 30%CASCCofpartialreplacementofcoarseaggregate gives the good range of split tensile strength ofspecimens after curing period of 7days, 14days, and 28days and compared with other percentage of substitutes. 5. SCOPE FOR FUTURE STUDY 1) A partial substitute is 12.5mm aggregate by 20mm aggregate along with rice husk ash in SCC. 2) A partial substitute is 10mm by 20mm aggregate utilization through GGBFS and rice husk ash. REFERENCES [1] Olatoyan Oladelen Johan, Ajayi Oluwarotimi Wale, Ollusami Joel Olusoji, Omajali Deborah Ihotu, “Influence of Aggregate Size on Self-Compacting Concrete Using Nafores 801 Liquid as Plasticizer”, IOSR Journal of Mechanical and Civil Engineering (IOSR-JMCE), Volume
8.
International Research Journal
of Engineering and Technology (IRJET) e-ISSN: 2395-0056 Volume: 04 Issue: 07 | July -2017 www.irjet.net p-ISSN: 2395-0072 © 2017, IRJET | Impact Factor value: 5.181 | ISO 9001:2008 Certified Journal | Page 2586 13, Issue 5 Ver. II (Sep.- Oct. 2016) e-ISSN:2278-1684,p- ISSN:2320-334X. [2] Vagesh H.P,Reena K, “Effect ofSizeandVolumeofCoarse Aggregate on the Properties of Self-Compacting Concrete”, International Journal of Research in Engineering and Advanced Technology, Volume 2, Issue 6, Dec-Jan, 2015, ISSN: 2320-8791. [3] Vagesh H.P,Reena K, “Fly Ashas Partial Replacement for Cement in Self Compacting Concrete- A Study on Compressive, Tensile and Flexural Strength”, International Journal of Advanced Technology in Engineering and Science Volume No.02,Issue No. 11, November 2014, ISSN:2348-7550. [4] Prajapati Krishnapal, Yadav R.K. and Chandak Rajeev, “Strength Characteristics of Self-Compacting Concrete Containing Fly Ash”, Research Journal of Engineering Sciences, Volume 2(6), 1-5, June (2013), ISSN 2278- 9472.3. [5] J. Guru Jawahar, M.M. Premchand, C. Sashidhar, I.V. Ramana Reddy and Annie Peter, “Effective of Coarse Aggregate Blending on Fresh Properties of Self- Compacting Concrete, International Journal ofAdvances in Engineering & Technology”, May 2012, ISSN: 2231- 1963. [6] S. Venkateswara Rao, M.V. Seshagiri Rao, P. Rathish Kumar, “Effect of Size of Aggregate and Fines on Standard and High Strength Self-Compacting Concrete”, Journal ofAppliedScienceResearch,6(5):433-442,2010, INSInet Publication. [7] EFNARC (European federation dedicated to specialist construction chemicals and concrete system) Specification and Production and Guidelines for Self- compacting concrete February 2002. [8] IS 456:2000, Indian Standard Plain and Reinforced Concrete – Code of Practice. [9] IS 10262:2009, Indian Standard Concrete Mix Proportioning – Guidelines. [10] IS 8112:1989 43 Grade Ordinary Portland Cement – Specification. [11] IS 383:1970 Specification for Coarse and Fine Aggregates from Natural Sources for Concrete. BIOGRAPHIES Vishnukanth received the Diploma in Civil Engineering from Government Polytechnic, Bidar and B.E in Civil Engineering from Poojya Doddappa Appa College of Engineering Kalaburagi, Karnataka, India. He is presently pursuing M.Tech in Construction Technology at Jain College of Engineering Belagavi, Karnataka, India. Prof. Ravi Tilaganji received the Diploma in Civil Engineering from M. M. Polytechnic, Belagavi, B.E in Civil Engineering from K.L.E.Society’s College of Engineering & Technology, Belagvai and M.Tech in Structural Engineering, Dr. M. S. S. KLESCET, Belagavi, Karnataka, India. He is presently working as Assistant Professor in the Department of Civil Engineering at Jain College of Engineering Belagavi, Karnataka, India.
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