Volume 6, Issue 4 (2019) 1-5 ISSN 2347 - 3258 International Journal of Advance Research and Innovation
EXPERIMENTAL STUDY ON SOIL STABILIZATION USING BASALT FIBER AND GROUND GRANULATED BLAST FURNACE SLAG IN ORGANIC SOIL
G. Ramachandran1*, S. Monisha2, P. Pradeepa3, S. Srigayathri4, T. Vikachini5 *1 Assistant Professor, Department of Civil Engineering, Vivekanandha College of Civil Engineering, Tiruchengode 2,3 UG Student, Department of Civil Engineering, Vivekanandha College of Civil Engineering, Tiruchengode 4,5 UG Student, Department of Civil Engineering, Vivekanandha College of Civil Engineering, Tiruchengode
Article Info ABSTRACT Article history: The organic soils are unsuitable for construction works due to its low shear strength, high Received 25 January 2019 swelling potential and poor bearing capacity. These types of soils can be treated by stabilization Received in revised form and compaction methods. In this paper the study on effective use of stabilization using basalt 20 February 2019 fiber and ground granulated blast furnace slag (GGBS) in varying proportions and the main Accepted 28 February 2019 objective of this study is to increase the geotechnical properties of soil. The study has been Available online 15 March 2019 conducted with three different proportions of basalt fiber as 1%, 2%, 3% and ground granulated Keywords blast furnace slag as 3%, 6% and 9%. The reinforced soil where subjected to compaction and unconfined compressive test (UCS). The experimental results have shown effective increament Soil stabilization, Basalt fiber, GGBS, in compressive strength and shear strength of the soil. Compaction, Unconfined compression test, Organic soil.
1. Introduction Table 1. Geotechnical properties of soil Soil stabilization is used to reduce the permeability and to increase the shear strength and bearing capacity of soil. S.no Geotechnical properties of soil values Generally, the cementitious materials are used. In this study we use basalt fiber which is obtained from crushed basalt rocks 1. Specific gravity 1.88 it is a non-metal inorganic fiber which acts as a reinforcement for soil. when compared to other fibers like carbon fiber, sisal 2. Percentage of gravel (%) 0.1 fiber and polypropylene fiber it has many unique physical 3. Percentage of sand (%) 19.4 advantageous properties and it is specifically environment friendly and ground granulated blast furnace slag (GGBS) is a 4. Percentage of silt (%) 69 by-product produced from iron manufacturing process and its 5. Percentage of clay (%) 11.5 cementitious characteristics reduces the permeability of soil and it increases the strength of soil when compared to other 6. Liquid limit (%) 36% additives it is economical and environment friendly. 7. Plastic limit (%) 25% 2. Materials used 8. Plasticity index (%) 11 2.1 Soil 9. IS classification system OI The organic soil is collected from Koduvai, Tirupur district. The soil sample which is collected from 1.5m below the 10. AASHTO system A-7-5 ground surface and the Index and engineering properties of 11. Maximum dry density (g/ml) 5.61 soil are shown in Table 1. The classification of soil is done as 12. Optimum moisture content (%) 10% per the Indian standard classification and it shown that the soil taken is organic with intermediate plasticity (OI). 13. Swell index 18%
2.2 Basalt fiber The basalt fiber is made from crushed basalt fiber from volcanic rocks it is a non-metallic natural fiber. It is economical and environment friendly when compared to other fibers, it has unique physical characteristics and excellent mechanical properties such as resistance to high temperature, acid and alkali resistance and wave adsorption characteristics. In this study chopped basalt fiber is used. It is brought from Fig.1 soil sample Go-green products, Chennai. The properties of basalt are given below. Corresponding Author, E-mail address: [email protected]; : http://www.ijari.org
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Table 2. Properties of basalt fiber S.no Properties Values 1. Density (g/cm3) 2.65 2. Elastic modulus (GPa) 85.9 3. Breaking elongation (%) 3.12 4. Tensile strength (MPa) 2611 5. Length (mm) 15 6. Filament diameter (μm) 17
Fig.3 Proctor compaction test
Table 3. Results obtained from proctor compaction test Mix proportions OMC (%) MDD (g/cc)
Untreated soil 10 5.60
B.F 1% GGBS 3% 8 5.63
Fig.2 Basalt fiber B.F 1% GGBS 6% 8 5.72
2.3 Ground granulated blast furnace slag (GGBS) B.F 1% GGBS 9% 10 5.61 The ground granulated blast furnace slag is a by product material from manufacturing of iron. It acts as a pozzolanic B.F 2% GGBS 3% 14 5.48 material. It is bought from Erode. The specific gravity of ground granulated blast furnace is 2.68. B.F 2% GGBS 6% 14 5.39
3. Methodology B.F 2% GGBS 9% 12 5.42 To find the index properties soil (specific gravity, plastic limit, liquid limit, moisture content, swell index) the B.F 3% GGBS 3% 10 5.44 laboratory tests were conducted as per the IS code (IS 2720). The soil and the proportioned soil with stabilizing agents then B.F 3% GGBS6% 12 5.48 subjected to compaction test and unconfined compression test (UCS) in varying proportions. B.F 3% GGBS 9% 14 5.49
4. Results and discussion OMC (%) 4.1 Proctor compaction test 16 This experiment is to obtain the relation between moisture 14 14 14 14 12 12 12 content (OMC) and max dry density (MDD). This test is 10 10 10 10 conducted in varying proportions. This test shows the 8 8 8 6 compaction characteristics of untreated soil and proportioned 4 soil. The OMC and MDD is an important factor which defines 2 the strength properties of soil. The optimum moisture content 0 seems to be increase and the MDD value decreases in further increasing the proportions of fiber. The optimum moisture content and maximum dry density was found to be 14% and 5.72 (g/ml).
OMC (%)
Fig.4 Variation in OMC characteristics
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MDD (g/cc) 0.45 0.4 5.8 0.39 5.72 0.35 5.7 0.33 0.34 5.6 5.6 5.63 5.61 0.3 0.3 5.5 5.48 5.485.49 0.25 0.25 5.44 5.4 5.39 5.42 0.21 0.22 0.21
Stress 0.2 5.3 0.19 0.15 5.2 0.13 0.1 0.09 0.05 0 0 0 5 10 15 20
MDD (g/cc) Strain
Fig.5 Variation in MDD characteristics Fig.7 UCS results for 1% basalt fiber and 3% GGBS
0.9
0.8 0.8 0.7 0.7 0.63 0.6 0.55 0.5 0.5 0.43 0.44
Stress 0.4 0.3 0.25 0.2 0.21 0.17 0.1 0.12
0 0 0 5 10 15 20 Fig.6 Compaction test samples Strain
4.2 Unconfined compression test Fig.8 UCS results for 1% basalt fiber and 6% GGBS The unconfined compressive strength is conducted to obtain the compressive strength of the soil. In this study the test is conducted in undrained condition. The strength can be 1.2 identified from the stress-strain relationship curve obtained from the test results. The Maximum strength attained in the 1 proportion of 2% basalt fiber and 6%GGBS is 183kN/m2. 0.97 0.87 0.8 0.5 0.69 0.45 0.68 0.43 0.6 0.63 0.4 0.39 0.35 0.33 0.48 0.3 0.3 0.3 0.4 0.42
Axis Axis Title 0.38 0.25 0.27 0.33 0.23 0.23
Stress 0.2 0.21 0.25 0.2 0.23 0.15 0.140.16 0.14 0.16 0.1 0.1 0.05 0 0 0 0 0 5 10 15 20 0 5 10 15 20 -0.2 Strain Strain
Fig.7 UCS results for untreated soil Fig.9 UCS results for 1% basalt fiber and 9% GGBS
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1.6 1.6 1.4 1.42 1.4 1.42 1.35 1.26 1.2 1.23 1.2 1.14 1.19 1.08 1.13 1 1.03 1 1.01 0.98 0.95 0.98 0.88 0.8 0.8 0.75 0.76 0.68
0.62 Stress Stress 0.6 0.57 0.6 0.46 0.47 0.4 0.4 0.340.39 0.26 0.2 0.19 0.2 0 0 0 0 0 5 10 15 20 0 5 10 15 20 Stress Stress
Fig.10 UCS results for 2% basalt fiber and 3% GGBS Fig.13 UCS results for 3% basalt fiber and 3% GGBS
2 1.4 1.8 1.83 1.2 1.16 1.6 1.62 1.59 1.12 1 1.4 0.98 0.96 1.28 1.2 1.15 0.8 0.84 0.82 1 1.04 1 0.71 0.92
0.8 0.6 0.58 Stress Stress 0.55 0.67 0.6 0.59 0.4 0.4 0.48 0.4 0.28 0.2 0.21 0.2 0.25 0.15 0 0 0 0 0 5 10 15 20 0 5 10 15 20 Stress Stress
Fig.11 UCS results for 2% basalt fiber 6% GGBS Fig.14 UCS results for 3% basalt fiber and 6% GGBS
1.6 1.2 1.48 1.4 1 0.98 1.29 0.94 1.2 1.18 0.92 1.13 0.83 1.06 1.09 0.8 0.79 1 0.99 0.73 0.89 0.8 0.83 0.6 0.57
0.52 Stress 0.6 Stress 0.4 0.4 0.38 0.26 0.2 0.2 0.18 0.13 0 0 0 0 0 5 10 15 20 0 5 10 15 Stress Stress
Fig.12 UCS results for 2% basalt fiber and 9% GGBS Fig.15 UCS results for 3% basalt fiber and 9% GGBS
4 IJARI Volume 6, Issue 4 (2019) 1-5 ISSN 2347 - 3258 International Journal of Advance Research and Innovation [5] C.P. NDEPETE AND S. SERT, Use of Basalt Fibers for Soil Improvement (ICCESEN 2015). Volume 2 1.83 130. 1.8 1.48 1.6 1.42 1.42 1.4 1.16 [6] Dr. D. D Higgins. (September 2005). Soil 1.2 0.97 0.91 0.98 1 0.8 0.71 0.74 0.71 Stabilisation with Ground Granulated Blast furnace 0.8 0.48 0.58 0.49 Slag. UK Cementitious Slag Makers Association 0.6 0.43 0.39 0.4 UCS UCS results 0.4 0.21 0.19 (CSMA). 0.2 [7] Laxmikant Yadu and Dr. R. K. Tripathi. (2013). 0 Effects of Granulated Blast Furnace Slag in the Engineering Behaviour of Stabilized soil. Presented at Chemical, civil and mechanical tracks of 3rd Nirma university international conference. [Online]. Available: www.elseiver.com/locate/procedia. Stabilized agents [8] Lei Gao, Guohui Hu Xu, Junyi Fu, Chao Xiang and Chen Yang. (August 2015). Experimental Study on Unconfined Compressive Strength of Basalt Fiber Compressive strength Shear strength Reinforced Clay Soil. [Online].
Fig.16 UCS results for untreated soil + proportioned soil [9] PanditVinod M, Chopada Rohit, KhabiyaTushar, ChoudharyAyushi, Gandhi Bhushan and Chhajed 5. Conclusion Deepali, (2018). Study of Basalt Fiber on In this study the series of compaction test and unconfined Compaction Characteristics of Black Cotton Soil. test were conducted to study the behavior of soil with the International Journal for Research in Engineering addition of basalt fiber and GGBS in varying proportions. Application & Management (IJREAM) ISSN: 2454- Based on the compaction test it is found that OMC increases 9150. Special Issue – ICRTET-2018. PP 850-853. and MDD decreases. The optimum moisture content is 14% [Online]. Available: www.ijream.org and Max dry density is 5.72 (g/cc). [10] Qin-yong Ma, Zi-ming Cao, and Pu Yung, Experimental Research on Microstructure and Based on the unconfined compression test it is found that the Physical- Mechanical combination of these two additives gives best compressive characteristics in the proportion of 2% basalt fiber and 6% [11] Properties of expansive soil stabilized with Fly Ash, GGBS. The maximum compressive strength obtained is Sand, and Basalt Fiber. (Volume 2018, Article ID (183kN/ml) 9125127, 13pages published october2018). [12] Ruqayah Al-Khafaji, Hassnen M Jafer, Ammar It is concluded that the proportioned soil is suitable for ground Dulaimi, W.Atherton and Zahraa Jwaida. (May improvement techniques. The basalt fiber act as a 2017). Soft soil stabilisation using ground granulated reinforcement to increase the strength properties and GGBS blast furnace slag. act as cementitious it reduces the permeability and increase the [13] Ramanathan Ayothiraman and Anurag Singh, shear strength of the soil. (March 2017). Improvement of soil properties by basalt fiber reinforcement. 6. Reference [14] Sougat Mandal and J.P. Singh (December,2016). [1] Anil Kumar Sharma and P.V. Sivapullaiah, (2016, Stabilization of Soil using Ground Granulated Blast March 14). Ground Granulated Blast Furnace Slag Furnace Slag and Fly Ash. International Journal of amended fly ash as an expansive soil stabilizer.Soils Innovative Research in Science, Engineering and and foundation. [Online]. Volume 56 (Issue 51), PP Technology ISO 3297: 2007. [Online]. Volume 5, 205-212. Available: www.elsevier.com/locate/sandf (Issue 12). PP 2319-8753 Available: [2] Ashish Kumar Pathak, Dr. V. Pandey, Krishna DOI:10.15680/IJIRSET.2016.0512038 Murari. J.P. Singh, (May 2014). Soil Stabilisation [15] IS: 2720- part 3 sec.1- 1980 “ Determination of Using Ground Granulated Blast Furnace Slag. specific gravity”. Journal of Engineering Research and Applications [16] IS: 2720-part 4 -1975 “Determination of sieve ISSN: 2248-9622. [Online]. Volume 4 Issue 4 analysis. (Version 2), PP 164-171. Available: www.ijera.com. [17] IS: 2720-part 5-1970 “Determination of Liquid and [3] Aravalli, A.M. Hulagabali, H. Solanki and G.R. plastic limit”. Dogagoungar. (2017). Enhancement of Index and [18] IS 2720-part 6-1972 “Determination of Shrinkage [4] Engineering Properties of Expansive Soil using factors”. Chopped Basalt Fiber. Presented at Indian [19] IS 270- part 10-1973 “Determination of unconfined Geotechnical Conference, IIT Guwahati, India. compressive strength”. [Online].
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