International Journal of Civil Engineering and Technology (IJCIET) Volume 9, Issue 6, June 2018, pp. 1247–1255, Article ID: IJCIET_09_06_141 Available online at http://www.iaeme.com/ijciet/issues.asp?JType=IJCIET&VType=9&IType=6 ISSN Print: 0976-6308 and ISSN Online: 0976-6316 © IAEME Publication Scopus Indexed DURABILITY STUDIES ON HIGH VOLUME GROUND GRANULATED BLAST FURNACE SLAG CONCRETE Anand V.R Research Scholar & Associate Professor, Department of Civil Engineering, Shree Madhwa Vadiraja Institute of Technology and Management, Vishwothama Nagar, Bantakal, Udupi, Karnataka, India Dr. A.V. Pradeep Kumar Superannuated Professor and Head, Department of Civil Engineering, Jawaharlal Nehru National College of Engineering, Shivamogga, Karnataka, India ABSTRACT This paper reports the effect on the durability aspects of concrete with high volume cement replacement by GGBS. In this study, GGBS is physically and chemically characterized and partially replaced for cement in the range of 10% to 70% by weight of cement. The durability properties like Water impermeability, Sulphate resistance and Acid resistance is determined for high volume GGBS concrete and compared the performance with controlled concrete. The test results indicated that inclusion of high volume of GGBS in concrete increases the durability and found to be beneficial construction material Key words: GGBS, Compressive strength, Impermeability, Sulphate attack, Acid attack. Cite this Article: Anand V.R and Dr. A.V. Pradeep Kumar, Durability Studies on High Volume Ground Granulated Blast Furnace Slag Concrete, International Journal of Civil Engineering and Technology, 9(6), 2018, pp. 1247–1255. http://www.iaeme.com/IJCIET/issues.asp?JType=IJCIET&VType=9&IType=6 1. INTRODUCTION Concrete a widely used, strong and versatile mouldable construction material consists of a binding material, aggregates and water. Concrete can be made of different binding materials but in the present scenario cement concrete is the most preferable concrete all over the world. Due to globalization and industrialization the infrastructure growth is in the faster rate, which requires huge amount for the development. Another major problem with the rapid infrastructure development is the excess usage of the resources as construction materials. One http://www.iaeme.com/IJCIET/index.asp 1247 editor@iaeme.com Application of Islamic Spiritual Approaches in Treating Problematic Behaviors among Teenagers in Risk of such overused construction material is cement concrete. Survey indicates that the concrete is the world’s second most consumed material after water. This shows that the material consumption for the preparation of concrete is very high, which will directly lead to the over use of the natural resources, increasing the environment pollution and increase in the cost of construction. Literatures reveal that during production of one tonne of cement, about one tonne of CO2 is released to the environment. This indicates that thousands of tons of CO2 are daily released in the world to the atmosphere which will result in the severe environmental problems. On the other hand, due to industrialisation and globalisation huge quantity of CO2 is released daily which also lead to the environmental issues. In addition to this, during production activities in the industries huge quantity of the waste will be generated, which will create major problem of disposal. If these wastes are not properly handled then it will contaminate the entire environment as a result health hazards are observed in the society. In this contrary the Civil engineers and the researchers are trying very hard to reduce the CO2 emission to the environment and to use the industrial wastes as a resource construction material to minimise the disposal problems. Steel industry is one such most important industry which generates huge quantity of waste. Blast Furnace slag is one of the wastes generated in this industry. In this paper an attempt is made to use the finely ground Blast furnace slag as a resource material for the concrete construction. During this period the GGBS is used as partial replacement for the cement and the properties like strength and durability of concrete is studied. 2. AIM AND OBJECTIVES OF THE PRESENT INVESTIGATION 2.1. Aim of the Present Investigation To determine the durability characteristics of the concrete made with high volume GGBS. 2.2. Objective of Present Investigation For the present study following objectives are setup. To design and develop M40 grade concrete with minimum cement content To replace cement content by GGBS with various percentages. To investigate the influence of GGBS on the compressive strength of concrete To investigate the influence of GGBS on the durability characteristics of concrete. 3. EXPERIMENTAL PROGRAMME 3.1. Materials 3.1.1. Cement Ordinary Portland of 43 Grade cement conforming to IS: 8112-2013 is used for the present study. The properties are determined as per Bureau of Indian standards and the test results are shown in Table 1. 3.1.2. Ground Granulate Blast Furnace Slag (GGBS) The waste material from steel industry such as Ground Granulated Blast Furnace Slag (GGBS) generated during the melting of molten slag from iron ore is quenched rapidly and ground into very fine powder form. The results of chemical and physical properties which are determined is shown in Table 2 and Table 3 respectively. http://www.iaeme.com/IJCIET/index.asp 1248 editor@iaeme.com Anand V.R and Dr. A.V. Pradeep Kumar Table 1 Physical properties of Cement Sl. No. 1 2 3 4 5 Properties Specific Gravity Normal Consistency Initial Setting Time Final Setting Time Specific Surface area Values 3.12 31% 75 min 270min 24.3 m2/kg Requirements as per IS 81122013 About 3.10 to 3.15 About 28% to 35% Shall not be less than 30 minutes Shall not be greater than 600 minutes Minimum 225 m2/kg Table 2 Chemical Properties of GGBS Sl. No. 1 2 3 4 5 6 7 8 Properties 7.64 0.45 0.4 0.11 0.008 90 0.35 Requirement as per BS EN 5167 -1:2006 14.0 (Max) 2.00 (Max) 2.50 (Max) 2.00 (Max) 0.10 (Max) 67 (Min) 3.00 (Max) 76.16 1.34 1.10 66.66 (Min) >1.0 <1.40 Result Magnesia Content (%) Sulphide Sulphur (%) Sulphite content (%) Manganese content (%) Chloride content (%) Glass content (%) Loss on Ignition (%) Chemical Modulus CaO + MgO +SiO2 (CaO + MgO)/SiO2 CaO / SiO2 Table 3 Physical Properties of GGBS Sl. No. 1 2 3 4 Properties Values 2.90 1245 Whitish 383 Specific Gravity Bulk Density, kg/m3 Colour Fineness (m2/kg) 3.1.3. Fine Aggregates River sand which is naturally available is used as fine aggregates for making concrete. The fine aggregates are confirming to Zone II of IS 383:2016. The physical properties of fine aggregates are tested as per BIS specifications and the results of the same is listed in Table 4. Table 4 Physical properties of Fine Aggregates Sl. No. Properties 1 Specific Gravity 2 Fineness Modulus 3 Silt Content Results 2.53 2.4 0.5% Value as per IS:383 - 2016 Should not be more than 3.0% 3.1.4. Coarse Aggregates Coarse aggregates of 20 mm and 12.5 mm down size, angular in nature are used for preparation of concrete. These aggregates are confirming to IS 383:2016. A proportion of 60:40 of 20 mm down size aggregates with 12.5 mm down size aggregates is blended to get a good gradation. The physical properties of this coarse aggregate are tabulated in Table 5. http://www.iaeme.com/IJCIET/index.asp 1249 editor@iaeme.com Application of Islamic Spiritual Approaches in Treating Problematic Behaviors among Teenagers in Risk Table 5 Properties of Coarse Aggregates Sl. No. 1 2 3 4 5 6 Properties Specific Gravity Fineness Modulus Flakiness Index Elongation Index Impact Value Crushing Strength Result 2.70 6.1 16.30% 12.30% 17.52% 14.89% 3.1.5. Water Potable water is used for the preparation and curing of test specimens. 3.1.6. Hyper Plasticizer High range water reducing plasticizer called hyper plasticizers is used for the study. The optimum dosage of hyper plasticizer is determined by conducting Marsh Cone Test and the results shows that about 0.9% to 1.2% by weight of the mass of cementations material is required for the various mixes considered during the study. The properties of the hyper plasticizers as furnished by the supplier are tabulated in Table 6. Table 6 Properties of Hyper-Plasticizer Parameters Results* Dark Brown Liquid Sulphonated Naphthalene Formaldehyde 1.24±0.02@30ºC Min. 6 44±5 Max. 0.2 Appearance Base Material Specific Gravity pH Solid Content (%) Chloride Content (%) * Furnished by the supplier 3.2. Mix Proportion A control mix of M40 grade is designed and prepared as per the recommendations of IS 10262:2009. The mix is designed for a workability of 75 mm of slump and for severe exposure conditions which is achieved during the study by preparing number of trial mixes by varying cement content. The provisions of Table 5 of IS 456 -2000 are used to fix the minimum cement content for the control/reference mix. Once the reference mix is achieved then the cement is replaced by GGBS with varying percentages. The details of reference mix (RM) and the GGBS concrete (SM) are tabulated in Table 7. Table 7 Mix proportion details for Control mix and GGBS concrete Materials (kg/m3) Cement GGBS Fine Aggregate Coarse Aggregate [20mm] Coarse Aggregate RM 330 - SM10 297 33 Concrete Mix Designation SM20 SM30 SM40 SM50 264 231 198 165 66 99 132 165 SM60 132 198 SM70 99 231 729.41 729.41 729.41 729.41 729.41 729.41 729.41 729.41 795.61 795.61 795.61 795.61 795.61 795.61 795.61 795.61 428.41 428.41 428.41 428.41 428.41 428.41 428.41 428.41 http://www.iaeme.com/IJCIET/index.asp 1250 editor@iaeme.com Anand V.R and Dr. A.V. Pradeep Kumar [12.5mm down size] Water Water-Binder Ratio Optimum dosage of Hyperplasticizer, by weight 132 132 132 132 132 132 132 132 1.1% 1.0% 0.95% 0.9% 0.4 1.2 % NOTE: RM – Controlled Mix SM20 – 20% GGBS replaced concrete SM40 – 40% GGBS replaced concrete SM60 – 60% GGBS replaced concrete SM10 – 10% GGBS replaced concrete SM30 – 30% GGBS replaced concrete SM50 – 50% GGBS replaced concrete SM70 – 70% GGBS replaced concrete 3.3. Specimen Preparation The cube specimens of 150mm X 150mm X 150mm of 96 numbers are casted to determine concrete compressive strength of the concrete at 7, 14, 28, 56 and 90days curing period, 72 numbers to determine the Acid Resistance and Sulphate resistance of the concrete at 28, 56 and 90 days. Total 96 cube specimens of 200mm X 200mm X150mm size are casted to determine water Impermeability of the concretes at 7, 28, 56 and 90 days of curing period. All the specimens are initially water cured. 3.4. Testing of Concrete Specimens 3.4.1. Compressive Strength Test The compressive strength test is conducted as per IS 516: 1959 (Reaffirmed 2004). The test is carried out for reference concrete and the GGBS concretes with different replacement levels for 7, 14, 28, 56 and 90 days curing period. The results of the test are shown in Table 8. 3.4.2. Concrete Impermeability Test The concrete impermeability test is conducted as per the DIN specifications on the cubes of size 200mm X 200mm X 150mm. The test specimens are placed in the permeability apparatus and water is applied at a pressure of 5 kg/cm2 to a maximum pressure of 7 kg/cm2. The test specimens are put into a high water pressure for more than 24 hours. Then the specimens are removed and the depth of penetration of water inside the specimen is determined by breaking the cube in to two pieces at the center. By knowing the depth of penetration and the duration for which the specimen undergone the water pressure, the co-efficient of permeability is determined. This test is performed for the reference concrete specimens and the GGBS concrete specimens with varying percentages for a curing period of 7, 28, 56 and 90 days. The results of the impermeability test are tabulated in Table 9. 3.4.3. Sulphate Attack Test Sulphate attack test is conducted on concrete cube specimens of 150mm X 150mm X 150mm size. The specimens are first cured in water for 28 days then they are immersed in the 5% Magnesium Sulphate solution for 28, 62 days. Before placing in the Sulphate solution, the weight of the specimen is noted. Compressive strength test is carried out the Sulphate immersed specimens at 28 and 62 days and is compared with the compressive strength results of concrete specimens cured in water. In addition to this the surface of the cube specimens are also deeply investigated to find the damages caused due to the Sulphate attack. The http://www.iaeme.com/IJCIET/index.asp 1251 editor@iaeme.com Application of Islamic Spiritual Approaches in Treating Problematic Behaviors among Teenagers in Risk compressive strength test results of Magnesium Sulphate cured specimens are tabulated in Table 10. Figure 1 Water Impermeability test for concrete 3.4.4. Acid Attack Test Acid attack test is conducted on the 150mm size cube specimens of reference and GGBS concretes with various replacement levels. The specimens are initially water cured for 28 days and then immersed in 5% sulphuric acid solution for 28 and 62 days. The weight of the cube specimens is noted before placing the specimens in the acid solution. After 28 and 62 days of immersion the surfaces of the specimens observed and the weight of the specimens are determined. These specimens are tested for the compressive strength and the difference in the strength of the concretes is calculated by comparing with the strength test results of water cured specimens. The Acid attack test results are tabulated in Table 11. 4. RESULTS AND DISCUSSIONS 4.1. Compressive Strength Test Table 8 Compressive Strength of concrete for different curing periods Curing Period, Days Type of concrete RM SM10 SM20 SM30 SM40 SM50 SM60 SM70 07 40.00 40.44 42.37 45.04 48.90 47.80 45.00 44.00 28 56 Compressive Strength, N/mm2 48.80 52.80 52.60 57.80 55.80 60.80 62.80 64.40 67.25 69.20 59.74 62.70 55.93 57.80 52.148 56.70 90 53.85 59.80 63.56 68.25 75.69 70.26 64.25 62.25 Table 8 and Figure 3, shows the compressive strength results of reference concrete and GGBS concretes with different replacement levels for different curing periods. From the table it is observed that 40% replacement of cement by GGBS will be the optimum content which can prove beneficial for the concrete constructions. The strength at 7, 28, 56 and 90 days for the GGBS concrete observed as very much higher than the designed strength. Hence it proves that at even at higher replacement levels of cement by GGBS, concrete can gain the required http://www.iaeme.com/IJCIET/index.asp 1252 editor@iaeme.com Anand V.R and Dr. A.V. Pradeep Kumar compressive strength. This is mainly due to the void filling theory and the pozzolanic reactions at the early stages of curing. Figure 3 Compressive strength of concrete at different curing periods 4.2. Concrete Impermeability Test Table 9 Compressive Strength of concrete for different curing periods Curing Period, Days Type of concrete RM SM10 SM20 SM30 SM40 SM50 SM60 SM70 07 7.351 X 10-07 3.749 X 10-07 8.115 X 10-08 3.707 X 10-08 1.977 X 10-09 1.436 X 10-09 1.388 X 10-09 8.050 X 10-10 28 56 Coefficient of Permeability, m/s 6.082 X 10-08 3.352 X 10-09 -08 1.708 X 10 9.749 X 10-11 -09 5.094 X 10 4.115 X 10-11 8.306 X 10-10 0.707 X 10-11 -11 8.129 X 10 5.977 X 10-12 -11 7.960 X 10 1.436 X 10-12 5.989 X 10-11 7.388 X 10-13 -12 4.963 X 10 2.293 X 10-13 90 1.230 X 10-09 8.590 X 10-12 3.260 X 10-12 1.624 X 10-13 6.079 X 10-14 4.800 X 10-14 1.356 X 10-14 0.850 X 10-14 From the results of the concrete Impermeability test as shown in the Table 9 it is observed that as the percentage of the GGBS is increases and as the age of the concrete increases the concrete becomes impermeable. This is due to the void filling theory and the secondary hydration process of the GGBS concrete at later stages. 4.3. Sulphate Attack Test From the test results shown in Table 9, it is observed that the reference concrete is more prone to the sulphate attack. The strength of about 14.15% and 18.57% reduction in compressive strength is observed in comparison with the compressive strength of concrete specimens cured in water of the reference concrete which is submerged in Sulphate solution for 28 and 62 days respectively. This reduction percentage is gradually decreasing as the replacement level of cement by GGBS is increasing. This may be because of later stage reaction and the void filling ability of GGBS http://www.iaeme.com/IJCIET/index.asp 1253 editor@iaeme.com Application of Islamic Spiritual Approaches in Treating Problematic Behaviors among Teenagers in Risk Table 10 Sulphate attack test on concrete for different 28 and 62 days curing periods Compressive Strength, N/mm2 Type of Concrete 28 days Water cured specimens RM SM10 SM20 SM30 SM40 SM50 SM60 SM70 52.8 57.8 60.8 64.4 69.2 62.7 57.8 56.7 28 days Sulphate solution cured specimens 45.33 50.21 53.52 57.68 63.25 58.222 54.444 54.25 62 days % variation Water cured specimens -14.15 -13.13 -11.97 -10.43 -8.60 -7.14 -5.81 -4.32 53.85 59.8 63.56 68.25 75.69 70.26 64.25 62.25 62 days Sulphate solution cured specimens 43.85 49.232 53.36 59.111 66.111 62.556 58.444 56.25 % variation -18.57 -17.67 -16.05 -13.39 -12.66 -10.96 -9.04 -9.64 4.4. Acid Attack Test Table 11 Acid attack test on concrete for different 28 and 62 days curing periods Compressive Strength, N/mm2 28 days 62 days Type of 28 days Sulphuric 62 days Sulphuric Concrete Water cured Acid solution % variation Water cured Acid solution % variation specimens cured specimens cured specimens specimens RM 52.8 32.444 -38.55 53.85 29.556 -45.11 SM10 57.8 36.667 -36.56 59.8 33.556 -43.89 SM20 60.8 40.889 -32.75 63.56 38.778 -38.99 SM30 64.4 43.556 -32.37 68.25 44.556 -34.72 SM40 69.2 47.667 -31.12 75.69 50.667 -33.06 SM50 62.7 43.889 -30.00 70.26 45.00 -35.95 SM60 57.8 40.444 -30.03 64.25 43.23 -32.72 SM70 56.7 40.889 -27.89 62.25 42.12 -32.34 From Table 10, it is observed that the reference concrete is highly prone to the Acid attack. The surface of the concrete cubes after 62 days of the Acid immersion is completely eroded and the aggregates are peeping outside the body of the concrete. This is observer in all the types of concrete where the severity is more on the reference concrete. Nearly 50% on the loss of compressive strength is observed in the reference concrete after an immersion period of 62 days. The 70% GGBS concrete shown better performance in comparison with all other types of concrete considered. 5. CONCLUSIONS Based on the investigation, the following conclusion are drawn The GGBS can be utilized as a pozzolanic material and it may find beneficial when used in high volumes for the structural concrete elements. The compressive strength of the GGBS concrete is observed as higher than the reference concrete at all the curing periods for all replacement levels. From the results it is found that 40 to 50% of cement replacement by GGBS will yield better strength as compared to controlled concrete. http://www.iaeme.com/IJCIET/index.asp 1254 editor@iaeme.com Anand V.R and Dr. A.V. Pradeep Kumar As the percentage of the replacement of cement by GGBS increases the concrete becomes impermeable. A better resistance to Sulphate and Acid attacks is observed by the GGBS concrete of higher percentage levels. Use of GGBS at higher volumes in concrete is found to be beneficial not only for the for the structural concrete also for the environment. As the replacement levels of cement by GGBS increases the consumption of cement as well as production of cement can be minimized which in turn reduces CO2 emission & solves the problem of disposal of waste material. This makes the industrial waste into a resource material in construction, as a result of which there is saving in energy and money which makes the construction green. REFERENCES [1] Vinayak Awasare, Prof. M.V Nagendra, “Analysis of Strength Characteristics of GGBS concrete”, International Journal of Advanced Engineering Technology, E-ISSN 09763945, Vol V, Issue II, April – June 2014, pp 82 – 84. [2] Yogindra O. 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