R.Manjuet al., International Journal of Advanced ...

R.Manju et al., International Journal of Advanced Engineering Technology E-ISSN 0976-3945

Int J Adv Engg Tech/Vol. VII/Issue II/April-June,2016/674-683

Research Paper BINARY, TERNARY AND QUATERNARY EFFECT OF

POZZOLANIC BINDERS AND FILLER MATERIALS ON THE PROPERTIES OF SELF COMPACTING CONCRETE (SCC)

Mrs.R.Manju1 and Dr.J.Premalatha2

Address for Correspondence 1Assistant professor (SRG), 2 Professor and Head, Department of Civil Engineering, Kumaraguru college of

Technology, Coimbatore, Tamilnadu, India

ABSTRACT – This study is pursued to explore the potentiality of Self Compacting Concrete (SCC) reinforced beams subjected to flexural loading. On the whole, eight mix proportions comprising two discrepant filler materials namely Lime stone Powder (LP) and Marble Powder (MP) and two pozzolanic materials like Fly ash (FA) and Silica Fume (SF) are chosen. Consecutively, four different mix proportions are prepared with these four materials. Among the four mix proportions, one mix was the control mix which contained fly ash exclusively. While second mix-proportion exhibited the constituents namely, fly ash, silica fume and marble power, third one comprised fly ash, silica fume and lime stone powder. Besides, the fourth mix-proportion constituted all four materials. The fresh properties and strength properties were performed on all eight mixes. Further, Load Deflection Curve was plotted for eight beams under flexural loading. Dimensions of the beam were 100mm X 175mm X1500mm. Several distinctive features such as first crack load, ultimate load, moment, ductility factor and stiffness were observed. Moreover, a quantitative comparison was performed at every noteworthy facet of loading. With the help of the results, pozzolans and fillers constituted in SCC were thoroughly observed. Precisely, the enhanced results obtained from all four materials especially at all the phases of the research was recorded and edified. KEYWORDS: Self Compacting Concrete (SCC), Pozzolanic Materials, Filler Materials, Flexural behaviour, beams.

1. INTRODUCTION Self-compacting concrete (SCC) is well known for its potentiality to rapidly settle by its own weight without any external vibration. SCC shows high fluidity, self–compaction and segregation resistance, by which it testifies the reliability and durability of reinforced concrete structures. To state precisely, SCC is an incomparable boon amidst the myriad technical advancements in the civil engineering industry as it brings in a constructive and welcome-changes in the economic and environmental facets of our nation. This multifaceted SCC is an actual proportion of one or more minerals besides chemical admixtures. In fact, a better comprehension of the working capacity of the materials used in the formulation of SCC would certainly enhance its quality to an appreciable limit. Hence, a study on the constituents used in the formulation of SCC is felt to be the need of the time. Besides, this study is to be pursued with a serious focus to the roles of these constituents of SCC when mixed-up to observe their effects on the fresh and hardened properties. The quality enhanced SCC is aimed to exhibit high fluidity with the help of self-weight, high segregation resistance to maintain uniformity during its flow. Moreover, it possesses sufficient passing ability to sustain its even flow without blocking or segregating. Precisely, the super plasticizers added to the concrete afford its desirable potentiality. SCC is a free-flow concrete with adequate fluidity. It constitutes an enormous volume of cement than the vibrated concrete to augment its flowing capacity. The accomplishment of high consistency, resistance needed segregation besides, bleeding, are feasible only if the concrete is highly fluid and potentially cohesive in fresh state. Usually, to maintain the fresh properties of this concrete high range of water reducing admixture (superplasticizer) and large quantity of powder materials are used. While the workability properties are maintained by superplasticizer and resistance to segregation, bleeding and settlement are maintained by the powder material. Use of SCC can also help minimize hearing-related damages on the site that is induced by vibration of concrete. Another advantage of SCC is

that the time required to place large sections is considerably reduced. The large quantity of cement leads to heat of hydration and drying shrinkage and the overall cost of the work. To minimize such effect cement is replaced with filler materials like fly ash, marble powder, lime stone powder, silica fume, Ground Granulated Blast Furnace Slag etc,. The incorporation of filler materials in SCC actually aspire the enhancement of certain properties in the subsequent ways. 1. Use of finer particles helps in the

accomplishment of improved workability, enrichment of ultimate strength and durability against chemical attack.

2. By and large, most of the filler materials are industrial by-products, and therefore there is hardly any requirement on expenditure for use as filler materials.

3. Large quantities of pozzolanic and cementitious by products were generated every year by thermal power plants and industries. From the production of Portland cement large quantity of CO2 was also released into atmosphere, which is a primary factor in the ‘Green House’ effect.

In 1988, Japan, successfully experimented on Self-Compacting Concrete (SCC) which proved to be a milestone invention in the civil engineering industry. After which, there are plenty of researches pursued on SCC and its constituents. Noticeably, almost the crux of maximum researches on SCC is related to study the fresh concrete properties as well as the strength of properties. From the past research history in SCC, it was found that the structural behaviour and durability study was very less when compared to the mechanical property study. The use of SCC in actual structures has gradually increased all over the world. The main reasons for the employment of SCC are to shorten the construction period, to assure uniform compaction in the structure, and to avoid noise due to vibration. SCC is a concrete in flowing form comprising the potentiality of self-consolidation besides, its perfection in occupying the space in lack of lapses and external aids to set its compaction right. Even during the situation of congested reinforcement, SCC edifies the ability to flow under its own weight to



completely fill the formwork with perfect compaction. It is a potential material with an implicit assurance of consistent quality unaltered by placement errors and poor compaction. Actually, in its fresh state, SCC shows high fluidity, self–compaction and segregation resistance, by which it testifies the reliability and durability of reinforced concrete structures. To state precisely, SCC is an incomparable boon amidst the myriad technical advancements in the civil engineering industry as it brings in a constructive and welcome-changes in the economic and environmental facets of our nation. The increase in cost of SCC production is due to usage of higher powder content and chemical admixture (Dinakar et al., 2008). This can be reduced by using pozzolans. Pozzolan is a siliceous or siliceous aluminous material; it possesses no cementitious property but it will be in a finely divided form and in the presence of water, react chemically with CH at ordinary temperature to form compound possessing cementitious properties. Pozzolans may be from natural or industrial origins. Natural pozzolans are raw or calcined natural materials that show pozzolanic property. Metakaolin, rice husk, volcanic ash and calcined shale are the some of the natural pozzolans. Pozzolans from industrial by-products are fly ash, silica fume (SF), slag, etc. Inclusions of pozzolans reduce the demand for cement, reduce pore size, permeability, shrinkage and creep. Addition of pozzolans increases the mechanical properties namely compressive strength, tensile strength, flexural strength and modulus of elasticity of concrete with the increase in replacement level [Dvorkin et al., (2012)]. 2. RELATED WORKS The relevance of some of the existing literature reviewed in connection to this study is classified subsequently. For SCC incorporating fly ash not only possess required fresh properties but also develop adequate mechanical and durability characteristics, fly ash content in SCC may be limited to 40%. [Maio Liu (2010)] There are exhaustive researches pursued in connection to application of fillers to achieve the Self Compacting characteristics with a perspective to make it economically viable. Replacement of cement with limestone powder as mineral admixture in SCC with 30% fly ash show improved workability and mechanical properties up to 20% [Beeralinge gowda, B., Gundakalle, V.D. (2013)]. The decrease in the compressive capacity of binary and ternary strength of SCC with the increase in natural pozzolanic and marble dust content in addition to the changes witnessed in its strength at 28 and 90 days indicate that even with 40% (natural pozzolana + marble powder), apparently turns to be a suitable strength [Belaidi, A.S.E. (2012)]. Potential combination of SCC is proved through the test result that exhibited an optimization of self-compacting concrete mixture potentially durable by the concurrent deployment of rubble powder and coarse recycled aggregate with improved fresh concrete performance besides, the unchanged concrete mechanical strength [Corinaldesi, V. (2011)]. An observation on the desirable consistency and workability for all the ten mixes at a constant w/p

ratio of 0.41 and constant SP dosage of 1.0% of weight of cement was made through the comparative study pursued on the workability test results of different combinations of mixes. In fact, this proved that there was a noteworthy decrease in the percentage of fly ash in the mixes. Above all, the density of the mix improved the workability [Singh, D., Gill, H.S., Kumar, S. (2012)]. Another experiment was pursued on the mechanical properties of hardened SCC and it was identified how it got decreased by using MD, especially just above 200 kg/m3 content. With reference to the test results, a conclusion was made stating that the workability of fresh SCC had not been affected up to 200 kg/m3 MD (marble dust) content. [Topcu, I.B. (2009)]. In one of the studies, it was noticed, how the utilization of LP, BP and MP in SCC improved the fresh and hardened properties of SCC. The deployment of limestone and chalk powder as fillers could be used successfully in producing SCC mixes. Moreover, this study edified that the compressive strength of SCC mixes was greater than that of the conventional concrete [Uysal, M. (2011)]. It was observed that the fly ash when used as an admixture of SCC increased the filling and passing ability of concrete. Fly ash is industrial waste from thermal power station. Utilization of these waste products as cement replacement will not only help to achieve economical mix, but it is envisaged that it may improve the microstructure and consequently the durability of concrete. This provides solution to disposal problems and other environmental pollution [Krishnapal, P., Rajeev, C., and Kumar, D.S. (2012)]. While most of Indian researchers followed the European guidelines for testing SCC, the rest of the countries adopted these guidelines with slight modifications in connection to their local conditions, this study examined the increase in the filling and passing ability of concrete in correspondence to the addition of fly ash in SCC whereas the Rice Husk Ash (RHA) imparted viscosity to concrete as a stimulus to the segregation resistance of concrete mix. From this experimental study the potential qualities of Flyash and RHA in enhancing the workability of SCC could be inferred. [Hemant, S., Khitoliya R.K., and Pathak S. S. (2009).] One of the studies affirmed when the SCC specimens with Silica Fume and Fly Ash (SF/FA) it exhibited a higher compressive and tensile strength than the Normal Concrete (NC) specimens for all curing ages. As a matter of fact, the compressive strength of SCC specimens decreased with an increase in both FA and SF content in a span of days [Truk, K., Turgut, P., Karalas, M., and Benli, A. (2010)]. On the basis of the results obtained in this study it is possible to manufacture self-compacting concrete using fly ash and dolomite powder with acceptable fresh and hardened properties. The test results showed that mix containing fly ash and dolomite powder was found to be satisfying the requirements suggested by the EFNARC guidelines. [Barbhuiya, S. (2011)]. SCC containing the specified replacement levels of different binders as proposed in this investigation was found to be complying with all the workability requirements as per EFNARC (2002). Fly Ash (FA) was proved to be an effective mineral admixture on fresh properties of SCRMs up to20% as



replacement ratio of cement. However 20 to 30% fly ash replacement was not enough to show positive effect on fresh properties of SCRMs due to its low specific surface area. However, the results of this study suggest that certain fly ash, silica fume and Lime stone Powder (LP) combinations could improve the workability of SCRMs. Maximum compressive strength was obtained for 30% silica fume replacement ratio of cement. The increase in strength was attributed to the improved aggregate-matrix bond resulting from the formation of a less porous transition zone in the silica fume mortar. The lowest flexural and compressive strength at 28-days had been obtained especially with the usage of high percent (30%) lime stone powder [Turkal, S., and Altuntas, Y. (2008)]. It was observed that 15% Micro silica and 25% Fly ash will give optimum strength for M100 grade at water /powder ratio of 0.22. The effect of Na2So4 on these mixes is nil where as HCL and H2So4 had substantial impact [Phani, S.S., Sekhar, T.S., Rao, S., Sravana, and Sarika, P. (2013)]. 3. PERFORMANCE REQUIREMENTS An intensive study on the performance requisites of the SCC perhaps needs better comprehension capacity. It is here, the apparent necessity to study the significance of SCC appreciated due to its characteristics. Literally, self-compacting characteristics are related to the fresh properties. The utility of SCC is welcomed due to three essential fresh properties namely, filling ability, passing ability and segregation resistance. Primarily, the Filling ability entitles the SCC to flow under its own weight and to fill completely to the formwork. Secondly, the Passing ability makes the SCC to flow through and around obstacles, such as reinforcements and narrow spaces without blocking. Thirdly, the Segregation resistance helps SCC to remain homogeneous during and after transporting and placing. The dual properties of SCC namely its fresh and hardened nature seem to be the keys towards the successful application of SCC. In fact, the combination of these two characteristics of SCC can act supportive in catering to both fresh and hardened requirements. At the same time, the recent application of SCC is aspires to enhance the performance of SCC through its reliability in quality, density reflected in uniform surface texture, improved durability, high strength in addition to the saving of labours and time. 4. BACKGROUND OF THE PROJECT To ensure its high filling ability, flow without blockage and to maintain homogeneity, SCC requires more fine aggregate content than the coarse aggregate content with an increase in the cement content. Self-Compacting Concrete depends on the correct

proportioning of ingredients and the dosage of super plasticizer. Dosage of super plasticizer is determined for different grades of Self Compacting Concrete from M20-M40 & checked for self compactibility with Japanese standard for civil Engineering specification. These reasons would increase the cost of concrete as well. Moreover, it may cause a temperature rise during hydration, and most likely affect other properties such as creep and shrinkage. Actually the significant quantities of additions are often incorporated to replace some of the cement, to enhance the fresh properties and to reduce heat generation. It has the potential to extend the quantity and type of additions; pozzolanic and filler materials in different proportions is the subject of the research reported in this project. 5. OBJECTIVES OF THE PRESENT WORK The significant objectives of this research is to experiment on the fresh and hardened nature of SCC with discrepant filler materials and to understand the behaviour of SCC bended with fly ash, silica fume, lime stone powder and marble powder. SCC generally possesses a high powder content, which keeps the concrete cohesive with high flow ability. For achieving economy, a substantial part of this powder could contain reactive powder minerals like fly ash. SCC differs from conventional concrete in that the former has more powder content and less coarse aggregate. The workability of SCC is "Very high" when compared to the conventional concrete. The uniqueness of this empirical research perhaps elucidates the cost-effective and quality enhanced SCC known for its durability achieved through its constituent admixtures experimented and discussed in this article. Indeed this research is accomplished in tetra facets as stated subsequently.

1. Development of M30 Grade of SCC with the combination of pozzolanic and filler materials.

2. Observation on the effect of filler materials in fresh state of SCC.

3. Investigation on the outcome of pozzolanic and filler materials combinations in strength properties of SCC.

4. Study on the Flexural Behaviour of SCC with pozzolanic and filler materials.

6. EXPERIMENTAL MATERIALS AND

STRATEGIES 6.1 Materials used

Cement: Cement is the indispensable, major constituent in Self Compacting Concrete. The ordinary Portland cement, 53 Grade as per IS: 12269 – 1987 is utilized in this empirical research which revolves around the chemical properties OPC observed and stated in Table 1.



Aggregate: Both Fine and Coarse Aggregate that cater to the IS: 383-1970 are deployed in this study. Locally available river sand confirming to zone II and passing through 4.75mm is used as fine aggregate, besides; coarse aggregate of size 12.5 mm is also used. Generally, a minimum coarse aggregate content is used in SCC. Pozzolanic Materials: FA and SF are used as a mineral admixture in this investigation. Actually, Fly ash is the waste that is obtained from coal. Fly ash should be highly fine & should contain lower carbon content. Fly ash confirming IS: 3812 - 2000 is used. Filler Materials: LP and MP are used as a filler materials in this investigation. The chemical properties of the binders are listed in Table 1. Superplasticizer: Plasticizers are additives or chemical admixtures that increase the plasticity or fluidity of the SCC. Different bases of New Generation Super plasticizers or High Water Reducing Agents (HWRA) have different water reduction capacities. Plasticizers for concrete increase the workability of the wet mix, or reduce the water required to achieve the desired workability, and are usually not intended to affect the properties of the final product after it hardens. The major mechanism is absorption of super plasticizer on the cement grain which leads to electro-static repulsion. Super Plasticizer is a low cost water reducer which can be used to get one or a combination of benefits. In this research work, commercially available super plasticizer Glenium B233, manufactured by BASF Construction Chemicals (India) Pvt. Ltd. is used for producing SCC. Glenium B233 is an admixture of a new generation based on modified polycarboxylic ether. It Complies with IS: 9103 – 1999. 6.2. Mix Composition The mix composition should satisfy all performance criteria for the concrete in both the fresh and hardened states as per EFNARC specification. This experimentation started with a total of eight mixes with different percentages of fillers prepared for the same purpose. While the control mix is made using OPC and FA in which 40% of the powder content was replaced with fly ash, the three mixes are prepared to partially replace 40% of the cement content with both pozzolanic and filler materials (FA+SF+LP), similarly the other three mixes are prepared with FA, SF and MP and the last one mix

prepared with all four materials. The European Federation has framed certain specifications and guidelines for better design and use of high quality SCC. The mix proportions and quantity of materials for the mixes are obtained by trial and error method with the help of EFNARC guidelines. As per EFNNARC specifications the total powder content is 400 – 600 kg/m3, coarse aggregate content is 28 - 35 % by volume of mix. Water content should not exceed 200 liters/m3. The sand content balances the volume of the other constituents. Glenium B233 is used as superplasticizer. In correspondence to the practiced guidelines for testing the fresh Self Compacting Concrete no prompt logistics have so far been standardized till date. The significant reason for this is because there has been no single method or combination of methods that have achieved universal approval. However, there are persistent research hypotheses and field testing approaches have been emerging in the recent past. To state about these experimentations, each mix has been tested by more than one test method to scrutinize its discrepant structures of workability. The filling ability, passing ability and resistance to segregation are the distinguished properties of SCC which is not common to normal conventional concrete. Due to this reason, the tests for SCC are pursued exclusively. It is noteworthy that EFNARC, after consolidating the practical experiences of all its members of European federation, has drawn up specifications and guidelines the testing of SCC and also explicitly stated the limiting values to obtain SCC. It also provides a framework for design and use of high quality SCC. The significant performance evaluation of the mix proportions are made according to the following metrics. Different trial compositions proportionately mixed for this research were tested in the laboratory. The Coarse aggregate content of 790kg/m3 is kept constant for all mixes and fine aggregate of 1000kg/m3 as constant for all mixes. W/B ratio is taken as 0.35 for all the mixes and the superplasticizer content was varied according to satisfy the fresh property. The different % of filler in total binder content and the dosage of SP for all mixes are shown in Table 2. The addition of SF content has increased the addition SP.

7. EXPERIMENTAL INVESTIGATION 7.1 Test Methods for Fresh Concrete Properties In fresh state the concrete has to satisfy three major criteria i.e., filling ability, passing ability and segregation resistance. The fresh concrete tests pursued for ordinary vibrated concrete mix

proportions are not adequate to examine the fresh characteristic features of SCC. Hence, different test methods are developed to investigate the fresh concrete properties of SCC. However, till date there is no single holistic strategy existing to characterize all the relevant workability aspects of SCC. Hence each mix has to be tested by more than one testing



method for different workability parameters. The following test methods are used to characterize the workability properties and for the final acceptance of SCC mix proportions.

1. Slump flow test and T50 cm test – Slump flow test is used to assess the horizontal free flow of SCC in the absence of obstruction. The diameter of the concrete circle is the measure for the flow ability.

2. V Funnel Test – This test is performed to determine the filling ability of SCC

3. U Box Test - The estimation of the filling potentiality of SCC is made through this test.

4. L box Test – This test is used to determine the passing ability, some extent with the segregation resistance of SCC.

7.2 Test Methods for Strength Properties Compressive Strength: The cubes of 150x150x150 mm are used to determine the compressive strength of concrete. The specimens are tested in accordance with IS 516 -1959. The testing is pursued on a 2000 kN capacity compression testing machine. The specimens are casted after the required period they are removed from the mould and poured in to the water for curing. Further, the specimens are taken out of the curing tank after the requisite curing tenure, wiped off the moisture from the surface of the specimens. Later it is placed on the compression testing machine and the load is applied after the specimens are failed. The test is then repeated for three specimens and the average value is taken as the mean compressive strength. Split Tensile Strength: The specimen of diameter 150mm and 300 mm long cylinder is used to test the split tensile strength of SCC. The specimen is placed horizontally between the loading surface of the 2000kN compression testing machine and the load is applied gradually until the specimen fails. Split

Tensile Strength = LD

P

2 Where P – Compressive

load on the cylinder, L – length of the cylinder and D – diameter of the cylinder. Moreover, the test is repeated for three different specimens and the average value is recorded as the mean split tensile strength. Flexural Strength: Flexural strength of concrete is determined by subjecting a plain concrete prism to flexural loading in transverse direction. Primarily, the specimen of 100x100x500 mm are casted and used for testing the flexural strength of the concrete.

Consecutively, the specimen is placed in a 400 kN universal testing machine and the two point load is applied without shock and is increased gradually until the specimen fails. The flexural strength of the concrete is calculated using the formula,

22

3,

bd

Paf

bd

PLf crcr When a>110mm

Where P – Maximum load at failure (N), b- Width of the specimen (mm) and d – Depth of the specimen (mm). L – Distance between two supports (mm). a – Distance between line of fracture and the nearest support (mm).

Flexural Behaviour of SCC Beams: A sum of eight simply supported beams are casted and tested under two point loading and its load – deflection curve, load at first crack, ultimate load carrying capacity and crack width are investigated. The experimental deflections are compared with that of the theoretical value. Beams of size 100 X 175 X 1500 mm are cast with eight SCC mix proportions with different percentage of filler materials. Based on limit state method, the reinforcement required for under reinforced section is calculated. In M30 mix for under reinforced beams, 2 numbers of 10 mm diameter steel bars is provided in tension reinforcement. 2 numbers of 8mm diameter bars are provided as hanger bars to support the 8 mm diameter 2 legged steel stirrups at 100 mm centre to centre.25 mm clear cover is adopted in both top and bottom of the beam. The reinforcement details of the beam is shown in Fig.1.



The beams are tested under symmetrical two points loading on simply supported span of 1400mm. The beam is placed on hinged support at left end and the roller support at the right end. The testing is performed in 200 tonne capacity loading frame. The load is gradually applied under two point loading under controlled deflection and the crack propagation is carefully marked. Dial gauges of 0.001 mm lest

count is used for measuring the deflections under the load point and at midpoint for measuring the deflection. The dial gauge readings are recorded at every increment of load. The load is applied at intervals of 2.5 kN. The behaviour of beam is observed carefully and the first crack is identified. The deflections are recorded until for respective load



increment until failure. The Experimental test setup is shown in Fig.5. 8. RESULTS AND DISCUSSION 8.1 Fresh Properties of SCC The fresh properties like slump flow, V funnel, U Box, L Box and T50 tests are conducted for all the mixes immediately after testing SCC for fresh properties, the mix was placed, filled in moulds,

allowed to flow and settle itself in the mould. Excess concrete was removed. The results of the various tests that were conducted to study the fresh properties of SCC and the standard values specified by EFNARC (European Federation of National Associations Representing for Concrete) are listed in Table 3.

The slump flow diameter for all mixes lies between 650 to 710 mm and T50 slump flow time of the mixes is between 3.8 to 4.7 seconds which satisfy the recommended value of EFNARCC specifications. The slump flow will increase with increase in filler content. As a percentage of silica fume increased the mix become denser. The addition of silica fume will observe more water, so the superplasticizer content is increased to satisfy the flow property. SF mixes require more amount of superplasticizer content for achieving more workability. [Dilraj Singh et.al. (2012)]. The V funnel flow time is varied from 8.8 to 11.23 seconds. The V funnel flow time is decreased with increase in lime stone powder. The L Box test is conducted to assess the passing ability and segregation resistance of SCC. The values are observed for all mixes that are lied down within EFNARC specifications. The concretes with ternary systems provided slightly better performance in terms of L- Box test. [Gesoglu M, OzbayE (2007)].The filling ability is assessed by U Box test. No significant changes are observed for the eight mixes. From the observation of results, the SCC with combination of FA, SF, LP and MP produced better performance in all fresh properties tests of SCC. 8.2 Hardened Properties of SCC Generally, the testing of hardened concrete has a pivotal function in controlling and confirming the quality of cement concrete work. Systematic testing of materials, fresh concrete and hardened concrete are inseparable part of any quality control programme for concrete, which helps to achieve higher efficiency of the material used and greater assurance of the performance of the concrete with regard to both strength and durability. The liquidity or free-flow capacity of the fresh concrete is actually, determined by three different tests namely Compression Test (Cube & Cylinder) Split Tensile Strength Test Flexural Strength Test Therefore, an experimental investigation is taken up to study the hardened properties of SCC. Compressive strength, Split tensile strength and flexural strength tests are conducted for all the mixes.

The Compressive strength of cubes at 7th, 14th and 28th days of concrete mixes have been observed for different percentage of replacement of cement with FA, SF, LP and MP. The test results are reported in Table 4. From the results obtained, has been observed that the compressive strength of concrete increases with the addition of filler materials. The 28th day cube compressive strength of the mix ALL 10 is observed to be 46.56 percent higher than the control mix because of better filling ability than all mixes. An increase by 62.01 percent cube compressive strength is witnessed on the 7th day and at the same time, on the other facet, 62.12 percent enhancement of the cube compressive strength is observed on the 14th day. This shows strength development may be due to pozzolanic action of fly ash and silica fume. The same scenario is experienced in case of cylinder compressive strength. The split tensile strength of cylinders at 7th, 14th and 28th days of concrete mixes have been observed for different percentage replacement of cement with FA, SF, LP and MP. The test results of spilt tensile strength are reported in Table 6.The 28th day split tensile strength of the mix ALL 10 was 54.65 percent higher than the control mix. On the 7th day split tensile strength has edified the traces of 42.92 percent increase and on the 14th day the tensile strength is identified with an increase of 55.93 percent with that of control mix. This shows strength development may be due to pozzolanic action of fly ash and silica fume. The flexural strength test has been conducted on prism specimen subjected to two point loading and observed that the 28th day flexural strength of mix ALL 10 is 33.18 percent higher than that of the control mix. The test results of flexural strength for SCC with various filler materials and control mix are presented in Table 7. The mechanical strength of all mixes contains FA, SF, LP and MP which in fact, is higher than that of the control mix. To state precisely, the higher percentage of fine particles in SCC has resulted in the dense concrete matrix that has led to the increase of all strengths.



8.3 Flexural Behaviour of SCC Beams As a matter of fact, concrete possesses potential compressive strength except for the weakness in its tension. Direct measurement of tensile strength of concrete is difficult. Concrete beams of size 100mm x 100mm x 500mm are found to be dependable to measure flexural strength property of concrete.

Flexural strength (N/mm2) = M /Z All eight beams are tested until failure and Fig. 3 overtly show the load deflection curves at L/2

distance for beams with SF and LP Combinations and Fig. 4 show the load deflection curves at L/2 distance for beams with SF and MP Combinations. The deflected shape of the beam after loading is shown in Fig. 5. During testing, the beams are preloaded with a minimal force of 0.5 kN to allow initiation of the dial gauges. In the meanwhile, during the conduct of test on eight SCC beams it is observed that the crack patterns formed appear with the traces of similarity in nature. Initially, the hair line cracks are formed at the



first crack load. Then the increment of load caused the cracks to expand further to vertical and then it propagates from the bottom tension zone to the top compression zone. Moreover, cracking has propagated towards the load points on the compression zone. The spalling of concrete was occurred in the compression zone. At ultimate load the width, the crack is increased to a greater extent as shown in Fig. 6. It is noticed that first crack always appeared close to the mid span of the beam. The cracks formed on the surface of the beams are mostly vertical, suggesting failure in flexure. The load carrying capacity at different stages such as first crack, yield and ultimate stage with deflection and moment of SCC beam specimens at 28 days are summarized in Tables 8and 9respectively. It is observed from Table 8that the load at the appearance of first crack is observed to be almost the same in all cases of beams. The ultimate load carrying capacity of the control beam is identified as 43.2 kN and for

beam with all pozzolanic and filler materials at the end of 28 days is 49.92 kN. The ductility factor for beam with all pozzolanic and fillers was as same as in the control beams. A comparative study with the control beam proves it to be 15.56 percent higher in ultimate load as shown in Table.8. Similarly the ultimate moment carrying capacity was also increased from10.08 kNm to 11.65 kNm after addition of all pozzolanic and fillers materials in equal percentage.

9. CONCLUSIONS This empirical research is pursued to explore the dual characteristics of SCC called fresh and hardened properties especially when constituted with discrepant filler materials. Based on the results obtained from the study carried out it is observed that all the mixes catered to the necessities of SCC precisely edified by EFNARC. It is also inferred that the adding up of fillers proportionately enhances the twin facets of SCC exhibiting fresh and hardened characteristics. At the same time the attenuation of cement content is identified to lessen the expenditure without being significantly infectious on the strength. The compressive strength of quaternary blends (FA+SF+LP+MP) is observed to be 46.56% better than that of the control mix at 28 days. If a comparison is made with ternary blends, an average improvement is appears to be 27.26% better than that. There is a noticeable increase found in the Split tensile strength of quaternary blends (FA+SF+LP+MP) which is detected with 54.64% betterment than that of control mix at 28 days. Besides, the Flexural strength of quaternary blends (FA+SF+LP+MP) is deciphered to be gain 33.18% betterment than that of the control mix at 28 days. These test results explicitly substantiate that the prompt amalgamation of SCC beams with pozzolanic and filler materials possess enhanced strength in flexure when compared to the control beam. Evidently, the failure of the beam specimens is noticed especially in the flexure mode. In fact, there

are resemblances observed in the load – deflection behavior in all beams which exceptionally showcase a raise of about 15.56 percent in the eventual load for SCC beams comprising all pozzolanic and filler materials in an examination with that of the control beam. In addition, there is a significant increase in stiffness is also observed in the beams at stages of loading. The stiffness value is increased from 1.77 to 2.14 after the addition of filler materials at the ultimate level. In short, a consolidation of the entire research besides, its test results discussed, lead to conclude the study with a prominent observation of the improvement witnessed in the fresh and hardened properties of SCC both in ternary and quaternary especially when there is an addition of SF. REFERENCES

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