Identification of Weaker Subgrade Soil in Rajasthan and Increment of CBR by Jute Fiber as Additive Anup Kumar Bundela 1, Arvind Lamoria², Bhawani Singh³, Avinash Tiwari 4, Anuj Kumar Sharma 5 And Pankaj Dhemla 6 Associate Professor Department of Civil Engineering, Poornima Group of Institutions BT-1, Bio Technology, RIICO Industrial area, Sitapura, Jaipur Abstract Due to increase in population, the habitant area is expanding and the construction is carried out on outer zone may comprises of weak and soft soil. The durability of any construction project depends on the soundness of the underlying soils used in foundation purpose. Since weak soil is low in stability and settlement which is major concern for laying of foundation and pavements. Soil stabilization is requires for sorting out of this problem. Soil stabilization is the alteration of the soil properties by chemical or physical means in order to enhance the engineering properties of the soil. The main idea of the soil stabilization is to increase the bearing capacity of the soil, its resistance to weathering process and soil permeability. Therefore soilstabilization techniques are necessary to ensure the good stability of soil so that it can successfully sustain the load of the high rise building especially in case of highly active soil. In this research work six places are selected in Rajasthan and different samples are collected. After collection of samples different test performed to find out the quality, strength, bearing capacity and other engineering properties of these samples by grain size analysis and C.B.R. test. It is found from test performed on soil that Barmer soil was the weakest. Therefore a generalized remedial of jute fiber has given to the weakest soil i.e. soil of Barmer. The jute is used in different proportions of 0.25%, 0.5% of weight of different lengths 20mm, 40mm. Tests result indicates that CBR value of soil increases with the increase in fiber content. It was also observed that increasing the length of fiber further increases the CBR value ofreinforced soil Thus there is significant increase in CBR value of soil reinforced with Jute fiber and the increase in CBR value willsubstantially reduce the thickness of pavement subgrade. The research relates to soil stabilization by physical means with cost analysis so as one can increase the bearing capacity of soft soil for reconstructing and paving roads. Keywords: Soil, Soil Stabilization, CBR value, Jute fiber Introduction Soil is one of the nature s most abundant construction material. Almost all construction is built on or with soil. The term soil in soil engineering is defined as an unconsolidated material, composed of solid particles produced by disintegration of rocks. The voids space between particles may contain air, water or both. The solid particles may contain organic matter. Improving an onsite soil s engineering properties is called soil stabilization. Soils containing significant levels of silt or clay, have changing geotechnical characteristics: they swell and become plastic in the presence of water, shrink when dry, andexpand when exposed to frost. Site traffic is always a delicate and difficult issue when projects are carried out on such soils. Inother words, the re-use of these materials is often difficult, if not impossible. In modern era there have been many work and research been carried out all around the world. Different researches used lime, cement, Fibers, Cement Kiln Dust etc. as remedial to the stability of soil. In our research work:- 109 Anup Kumar Bundela1, Arvind Lamoria², Bhawani Singh³,Avinash Tiwari 4, Anuj Kumar Sharma 5 And Pankaj Dhemla 6
Analysis and classification of soil of Rajasthan on the basis of different engineering properties. In weaker soil add any waste fiber for soil stabilization and check C.B.R. but again cost will increase but analysis by increasing C.B.R. how much cost can be save in pavement design Literature Review Studies have shown that bearing strength of soil can be increased by adding of natural fiber. Many studies have been conducted relating to the behavior of soil reinforced with randomly distributed fiber. Gray and Ohashi (1983) conducted a series of direct shear tests on dry sand reinforced with different synthetic, natural and metallic fiber to evaluate the effects of parameters such as fiber orientation, fiber content, fiber area ratios, and fiber stiffness on contribution to shear strength. Based on the test results they concluded that an increase in shear strength is directly proportional to the fiber area ratios and shear strength envelopes for fiber-reinforced sand clearly shows the existence of a threshold confining stress below which the fiber tries to slip or pull out. H. P. Singh and M. Bagra(2013) increased the CBR value ofdikrong River near Itanagar, Arunachal Pradesh, India by adding of jute as additional fiber. They showed increment in CBR with increase in fiber weight and dimensions. SivakumarBabu and Vasudevan (2008) and Singh et.al (2011) studied the strength and stiffness response of soilreinforced with coir-fiber. Singh and Yachang (2012) used the Jute Geotextile sheets to improve the laboratory CBRvalue of fly ash. Based on the experimental results they found that stress-strain behavior of soil is improved byinclusion of coir-fiber into the soil and Jute Geotextile sheets improves the California Bearing Ratio (CBR) value of flyash significantly. Soil sampling and reinforcement Soil sampling Major study area chosen is Rajasthan. We choose six places because of their different soil properties and soil was collected from all the below places at a depth of 1m.The locations are: Alwar - alluvial, clay and loamy soil Bhilawar - dark lava soil of Aravali hills Barmer - aeolian soil varies from sandy to sandy loan Jaipur - fertile soil sustain, xerophytic and mesophytic vegetation Kota - black soil due to Chambal River Hanumangarh- Aeolian sand and alluvial soil Reinforcement The reinforcing material used in this study is Natural Jute fiber of diameters 1 mm. The length of fibercorresponding to each diameter of fiber was taken as 20 mm and 40 mm. A typical view of Jute fiber is shown in Figure - 1. Figure - 1 110 Anup Kumar Bundela1, Arvind Lamoria², Bhawani Singh³,Avinash Tiwari 4, Anuj Kumar Sharma 5 And Pankaj Dhemla 6
Test Procedure Grain size analysis The soil samples for grain size analysis were prepared as per standard procedure. The desired amount of oven dried (100-105 0 c) soil was taken. Now different sieve were arranged as per IS codes. Starting with 4.75 mm, 2.0 mm, 1.18 mm, 425 micron, 300 micron, 150 micron, 75 micron and pan. After arranging these sieve 500 g soil is taken from soil sample. Now put soil sample into sieve and use sieve shaker to shake the soil sample. Perform this test to 5-10 minutes. After use weight machine to weight of retained soil. Now take every sieve and weight the retained soil sample on the sieve. After doing this calculate the % passing on the particular sieve. And calculate the c c and c u. C.B.R(California Bearing Ratio) The soil samples of unreinforced and reinforced soil for CBR test were prepared as per standard procedure. The desired amount of oven dried (100-105 0 C) soil was taken and mixed thoroughly with water in the CBR mould having 150 mm diameter and 175 mm high with detachable perforated base plate (IS:2720-XVI). The soil was then compacted to its dry density obtained in laboratory. For the preparation of soil samples of reinforced soil the desired amount of fiber was mixed in dry state before the addition of water and then compacted to same. The top surface of the specimen in the CBR mould was made level and a filter paper and a perforated metallic disc were placed over the specimen. With spacer disc placed inside the mould, the effective height remains only 127.3 mm and the net capacity is 2250 cm3. The CBR mould along with soil sample was brought to a motorized loading frame for testing. The CBR values of the test samples of unreinforced and reinforced soil were determined corresponding to plunger penetrations of 2.5 mm and 5 mm as per the standard procedure Result The Grain size results are compared in Figure 2: Figure -2- In above graph shown : Series 1- Alwar Series 2- Barmer Series 3-Bhilwara Series 4- Hanumangarh Series 5- Kota Series 6- Jaipur From the above graph values of Cu and Cc where calculated and it was found that Barmer soil had values 2.37 and 1.346 respectively and was poorly graded with no amount of silt and clay in it represented by series 2 in above fig 2 The CBR test was conducted and found the value of CBR being 5% for Barmer soil. Thereafter jute fiber as addictive was used to enhance the bearing capacity of soil. On adding of jute as addictive material the CBR value of soil boosted to increment shown in table 1 111 Anup Kumar Bundela1, Arvind Lamoria², Bhawani Singh³,Avinash Tiwari 4, Anuj Kumar Sharma 5 And Pankaj Dhemla 6
A. Effect of length fiber: during the experiment it is observed that the effect of length of fiber used in the C.B.R. and it is found that the strength of soil increase with increase in length. When all the other factor and constraints are constant then the strength is proportional to the length of the fiber. The comparison is given in Table1- Table - 1 Penetration Length (20mm) Length (40mm) 2.5mm 14.92% 19.62% 5mm 18.66% 22.34% B. Effect of percentage of fiber: this is very important factor in experiment and observed carefully. we found that CBR value of soil is increased with increase in the percentage of the jute fiber with the amount of soil taken and the comparison is given in the following table 2 of jute fiber 40 mm- Length Table - 2 Penetration CBR value At 0.25% At 0.5% 2.5mm 13.38% 14.44% 5mm 19.62% 22.34% Conclusions The CBR value before addition of jute fiber at 2.5 mm penetration is 5% and when we add 0.50% jute fiber of its weight then the CBR value increased by almost 50%. Now the effect of increased CBR is calculated and measures on road pavement is calculated.thickness of road pavement subgrade at 5% of CBR value is 580 mm from IRC-37 code.and the thickness of pavement subgrade at 10% of CBR value is 475 mm shown in Figure3. That shows the decrement of 105 mm in pavement thickness. This is 18% of total thickness. Because of the thickness of road is decreased by 18%. With the increase in CBR the thickness of layer formed for pavement will be decreased and so is the no of layers. Ultimately cost of rolling would decrease. Now thickness is decreased then the cost of construction is also decreased in the same manner and the reduced thickness reduces the time of construction and the man-hours required. 1-5% CBR 580mm 2-10% CBR 475 mm Figure 3 GSB-Granular sub Base GB- Granular base DBM-Dense Bitumen macadam BM- Bitumen macadam 1-5% CBR 580mm 2-10% CBR 475 mm 112 Anup Kumar Bundela1, Arvind Lamoria², Bhawani Singh³,Avinash Tiwari 4, Anuj Kumar Sharma 5 And Pankaj Dhemla 6
References [1] Singh, H.P. (2011), Strength Characteristics of Soil Reinforced With Geosynthetic. International Journal of Earth Sciences and Engineering ISSN 0974-5904, Vol 04, No 06 SPL, October 2011, pp 969-971, 2011 [2] Singh, H.P. (2012), Improvement in CBR Value of Soil Reinforced with Coir fiber. 3rd International Conference on Natural Polymer (ICNP 2012), held at Mahatma Gandhi University Kottayam, Kerala, India. 26-27 October Paper No-118. [3] SivakumarBabu, G.L., and Vasudevan, A.K. (2008) Strength and Stiffness Response of Coir - Reinforced Tropical Soil. Journal of Materials in Civil Engineering, ASCE/September2008/571-578. [4] Gray, D.H., and Ohashi, H. (1983). Mechanics of fibre reinforcing in sand. Journal of Geotechnical Engineering, ASCE 112(8):335-353. [5 Michalowski, R.L. & Cerma'k, J. (2002). "Strength anisotropy of fibre reinforced sand". Comput. Geotech. 29, No. 4,279-299. [6] Gray, D.H., and Ohashi, H. (1983). Mechanics of fibre reinforcing in sand. Journal of Geotechnical Engineering, ASCE 112(8):335-353. [7] Gray, D.H., andal-refeai, T.(1986). Behaviour of fabric- versus fibre-reinforcd sand. Journal of Geotechnical Engineering, ASCE, 112(8): 804-820. [8] Gosavi, M., Patil, K.A" Mittal, S. and Saran, S (2004). "Improvements ofproperties of black cotton soil subgrade through synthetic Reinforcement." Joumal of Institution of Engineers (India), 84,257-262. [9] IS: 2720, Part XVI, 1965. Laboratory determination of CBR, Bureau of Indian Standards; New Delhi. [10] IS: 2720, Part VII, 1965. Determination of Moisure content Dry density Relation using Light Compaction, Bureau of Indian Standards; New Delhi. [11] Lawton E.C., Khire, M.V. and Fox, N.S. (1993). Reinforcement of soils by multioriented geosynthetic inclusion. Journal of Geotechnical Engineering ASCE, 119(2), 257-275. [12] Maher, M.H. and Gray, D.H. (1990). "Static response of sands reinforced with randomly distributed fibers. joumal of Geotechnical Engineering, ASCE. 716 (11), 1661-1677. [13] Michalowski, R.L. & Cerma'k, J. (2002). "Strength anisotropy of fibre reinforced sand". Comput. Geotech. 29, No. 4,279-299. [14] Ranjan, G., Vasan, R.M. and Charan, H.D. (1996), "Probabilistic analysis of randomly distributed fibre-reinforced soil." ]oumal of Geotechnical Engineering, ASCE, 122(6): 419-426 113 Anup Kumar Bundela1, Arvind Lamoria², Bhawani Singh³,Avinash Tiwari 4, Anuj Kumar Sharma 5 And Pankaj Dhemla 6