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Strength Characteristics of Expansive Soil and Murrum Using Quarry Dust Article in Electronic Journal of Geotechnical Engineering · March 2016

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Strength Characteristics of Expansive Soil and Murrum Using Quarry Dust

Shyam Prakash Koganti1 and Dr. Hanumantha Rao Chappidi2 1: Assistant Professor, Department of Civil Engineering, PVP Siddhartha Institute of Technology, Vijayawada 2: Professor, Department of Civil Engineering, K L University, Vijayawada-520001, India [email protected]; [email protected]

ABSTRACT The construction of the new capital city of Andhra Pradesh may begin on the banks of river Krishna around the historic Amaravathi town and proceed on either side of the river, eventually encircling Vijayawada. The majority of the land situated on the banks of Krishna River is black cotton soil. The samples collected from the study area were tested the engineering characteristics by stabilizing with 5% to 20% replacement of quarry dust. Most of the quarries are situated in and around the capital city. So as the replacement of waste material like quarry dust can be considered for the stabilization. The results of the compaction parameters and CBR values of the soil are improved substantially with the addition of the Stone dust for both black cotton soil and Murrum. It is also found that the swelling of the black cotton soil is almost controlled and for the murrum soil gives good results. The result showed that the CBR value increased, the optimum moisture content has been reduced and the maximum dry density has been increased.

KEYWORDS:

Black cotton soil, Stone dust, California bearing ratio, compaction

characteristics.

INTRODUCTION Black cotton soil is an expansive soil found in many parts of India. It contains montmonrollite minerals due to this these soil has a tendency swell and shrink excessively with the change in moisture content. To achieve the strength and economical related performance on soils it is required to study on expansive behaviour. The stone dust is a waste product produced in granite industry while cutting huge granite rocks to the desired shapes. About 3000 metric ton of granite dust/slurry is produced per day as a - 1799 -

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by- product during manufacturing of granite tiles and slabs from the raw blocks. The granite cutting industries are dumping these wastes in nearby pits or open lands. This leads to serious environmental pollution and occupation of vast area of land especially after the slurry dries up. Stabilization of expansive soils using admixtures controls the adverse effects on the foundations and structures. Experimental studies have been carried out in the laboratory by adding admixtures like stone dust to the expansive soils at different proportions. The expansive soils tested are collected from Amaravathi in A.P, India. This study envisages the effect of stone dust on compaction characteristics (OMC & MDD) and California bearing ratio (CBR) of black cotton soil and murrum soil mixed with 0%, 5%, 10%, 15% and 20% stone dust by weight of dry soil.

Study Area Krishna river is one of the major perennial river in Central Andhra Pradesh. It has a length of about 1337 km and has a catchment area of 2,58,948 km2. The drainage basin of the river spreads over Krishna districts of Central Andhra Pradesh. The river basin lies between north latitudes 17°55’28’’ to 17⁰92’44’’ and east longitudes 73°39’36’ to 73⁰66’00’’. Geologically, a major part of the Krishna river basin is composed of Archaen crystalline rocks with charnockites, charnockite gneiss, hypersthene – diopside gneiss, hornblende gneiss and hornblende- biotite and quartz-mica gneiss (composite) rock types. The construction of the new capital city of Andhra Pradesh may begin on the banks of river Krishna around the historic Amaravathi town and proceed on either side of the river, eventually encircling Vijayawada. Some of the quarry and crushers locations, productions were identified in around new capital region and also locations of the crushers were also plotted on map shown in the Figure 1.

Figure 1: Identification of river sand mining and availability of quarry sand in and around new capital region of Andhra Pradesh

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LITERATURE REVIEW The comprehensive review of literature shows the related works done on expansive and murrum soil in and around the world. Jagmohan Mishra (2014) observed the properties of black cotton soil by replacement of quarry dust. The test results revealed that his compaction parameters and CBR values of the soil are improved substantially with the addition of the granite dust. The combined effects of two industrial wastes flyash and quarry dust on, compaction characteristics, unconfined compressive strength, California bearing ratio (CBR) shear strength parameters and swelling pressure of an expansive soil have been discussed Akshaya Kumar Sabat et al (2013) Utilization of solid wastes like quarry dust not only protects the environment from degradation but also improves the engineering properties of the expansive soil Kumar Sabat (2012). The quarry dust/ crusher dust is obtained as solid wastes, during crushing of stones to obtain aggregates. The annual production of quarry dust is roughly around 200 million tons (Soosanetal.2005).The disposal of which creates a lot of geo environmental problems. India and optimal percentage of crusher dust was found to be 40%. Akshaya Kumar Sabat (2012) the effect of lime on some geotechnical properties of an expansive soil stabilized with optimum percentage of quarry dust has been described in the paper. Koranne et al (2011) Out of the different quarry wastes, quarry dust is one, which is produced in abundance. Bulk utilization of this waste material is possible through geotechnical applications like embankments, back-fill material and sub-base material. Ramadas (2010) studied on swelling and strength properties of expansive soil by using quarry dust and fly ash. From the experimental study he observed the combination of 20% stone dust and 25% fly ash addition at the optimum moisture content to the expansive soil is found to be a suitable measure to reduce the swelling and increase the strength of the two expansive soils tested.

EXPERIMENTAL STUDY The present study carries on black cotton soil and murrum collected from Amaravathi, Vijayawada, Andhra Pradesh (India). The soil samples were taken from depth varying from 0.5m to 1.5m below the ground level. The soil classification test, compaction test and California bearing ratio test on prepares soil samples at optimum moisture content were determined. The test results are given in the table 1.

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Table 1: Properties of BC Soil and Murrum Sl. No. 1 2 3 4 5 6 7 8 9 10

Property % Finer Liquid Limit Plastic Limit Plasticity Index Coefficient of Uniformity (Cu) Coefficient of Curvature (Cc) Classification Group OMC (%) MDD (KN/m3) CBR (%)

BC Soil 96 53 34 19 MH 18 1.57 0.88

Murrum Soil 34 43 15 28 19 1.5 SC 19 1.48 1.88

From the Table 1 the black cotton soil having low CBR value than the murrum soil. The two soil samples are mixed with the stone dust. The stone dust is locally available from a crusher near Paritala, Vijayawada. The geotechnical index properties of the stone dust collected from various quarries in Vijayawada is determined and given in Table 2. The quarry no 12 stone dust was considered for the investigation. The stone dust was mixed to each of these two natural soils in different proportions by the weight of the soil as 5%, 10%, 15% and 20%.

Table 2: Geotechnical Index properties of quarry dust collected from various quarries in the capital region of Andhra Pradesh Quarry No 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23

CU

CC

3.8 13.5 1.8 5.8 11.6 3.1 4 11.2 16.3 16 12 14.4 6.4 15 14 14.5 6.5 2.3 6.5 10 10 1.9 6.6

0.5 0.3 1 1 0.7 0.9 0.8 2.6 0.3 0.5 1.2 1.2 2.1 0.4 1 0.4 1.6 0.7 1.7 0.4 0.8 0.8 0.2

D10 (mm) 0.17 0.2 0.5 0.48 0.25 1.2 0.45 0.33 0.11 0.09 0.15 0.09 0.48 0.09 0.1 0.09 0.49 0.3 0.12 0.16 0.13 0.43 0.27

D30 (mm) 0.25 0.45 0.7 1.2 0.73 2.1 0.82 1.8 0.28 0.28 0.57 0.38 1.8 0.25 0.38 0.25 1.6 0.4 0.41 0.35 0.37 0.55 0.38

D50 (mm) 0.45 1.8 0.85 2.15 2.2 3.1 1.5 3 1 0.9 1.5 1 2.5 1 1.1 0.85 2.8 0.57 0.6 0.9 0.9 0.7 0.88

D60 (mm) 0.65 2.7 0.9 2.8 2.9 3.8 1.8 3.7 1.8 1.5 1.8 1.3 3.1 1.4 1.4 1.4 3.2 0.69 0.78 1.6 1.3 0.82 1.79

% Fines

IS Zone

3 1.5 0.5 0.08 0.02 0.08 0.8 0.5 5.3 7.6 5.2 7.6 2.4 11 7 9.8 0.7 2.53 5.27 2.6 3 0.1 0.34

3 1 3 1 1 1 1 1 1 1 1 2 1 1 2 1 1 2 2 1 2 2 1

Vol. 21 [2016], Bund. 05 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 Mithi River Krishna River

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4.6 15.3 5 1.9 2.3 3.8 2 5.3 9.3 2.2 4.3 1.9 4.7 2.1 3.4 9 2.6

1.8 0.5 1.1 0.8 0.6 0.4 1 1.6 2.9 0.8 1.1 0.8 0.5 0.8 0.5 0.4 1.1

0.41 0.09 0.2 0.42 0.42 0.18 0.45 0.15 0.09 0.35 0.22 0.42 0.19 0.42 0.19 0.25 0.35

1.2 0.28 0.48 0.52 0.52 0.25 0.65 0.45 0.5 0.5 0.48 0.52 0.3 0.55 0.25 0.5 0.6

1.6 0.7 0.7 0.67 0.7 0.5 0.8 0.62 0.69 0.65 0.7 0.65 0.6 0.72 0.45 1.5 0.8

1.9 1.5 1 0.8 0.9 0.7 0.9 0.8 0.89 0.8 0.95 0.8 0.92 0.9 0.65 2.25 0.92

0.1 6.16 0.08 0.05 0.12 1 3.7 1.5 6.9 0 5.59 0.1 0 0.05 0 0 4.6

1 1 2 2 2 2 1 2 3 2 2 2 2 2 2 1 1

2.5

0.9

0.3

0.45

0.61

0.75

0.5

2

2

1

0.45

0.65

0.8

0.9

4.21

3

All the above quarries are plotted to get the particle size distribution curve. Here in the Figure 2 shows that the most of the quarry dust samples follows the well graded curve. Some of the quarry dust samples are leads to the uniformly graded particle distribution curve. Very less quarry dust samples are in the form of the gap graded type of soil particles distribution curves. 100%

Finer by Weight

80% 60% 40% 20% 0% 0.001

0.010

0.100

1.000

10.000

100.000

Grain Diameter (mm)

Figure 2: Gradation of various samples of quarry dust collected from Kondapalli region, Vijayawada

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All the test parameters those are determined for the natural soils were determined for the mixed soils. The laboratory test results for black cotton soils and murrum mixed with stone dust respectively as shown below

Table 3: Properties of B C Soil mixed with Stone Dust Sl. No.

Property

1 2 3 4 5 6

Liquid Limit Plastic Limit Plasticity Index OMC (%) MDD (KN/m3) CBR (%)

Percentage replacement of stone dust 0% 5% 10% 15% 20% 58 47 45 42 39 29 32 30 35 34 29 15 15 7 5 18 18 16 14 14 1.57 1.69 1.7 1.71 1.84 0.88 1.85 1.9 1.95 2.14

Table 4: Properties of Murrum Soil mixed with Stone Dust Sl. No.

Property

1 2 3 4 5 6

Liquid Limit Plastic Limit Plasticity Index OMC (%) MDD (KN/m3) CBR (%)

Percentage replacement of stone dust 0% 5% 10% 15% 20% 67 66 59 52 47 24 23 27 32 30 43 43 32 20 17 19 18 18 15 13 1.48 1.51 1.57 1.76 2.54 1.88 2.85 6.6 7.5 7.84

From Table 3 and Table 4 it may be noted that with increase in stone dust content (%) the liquid limit, plastic limit, plasticity index and the OMC of the mixed soil decreases but the MDD and CBR increases. The stone dust is coarse grained non cohesive material and increasing its content in a soil is expected to give good results.

RESULTS AND DISCUSSION Atterberg’s limits, IS heavy compaction and CBR tests were conducted with different percentages of stone dust as admixtures in BC soil and Murrum for finding optimum percentage of additives.

Liquid Limit and Plastic Limit From the Figure 2, the percentage of stone dust increases; there is a marked reduction in liquid limit and plastic limit of expansive soil and murrum tested. It can be deduced that the flow characteristics and plastic characteristics of the soil sample are gradually decreasing with increase in the percentage of stone dust. The reduced plasticity of clay is very much required to avoid the failure patterns in the road construction over the expansive sub grade soils and murrum. The liquid limit of black cotton soil show the liquid limit values 58% whereas for the same soil tested with stone dust gives the 39% liquid limit value at 20% addition. The liquid limit of murrum

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show the liquid limit values 67% whereas for the same soil tested with stone dust gives the 47% liquid limit value at 20% addition.

Liquid Limit (%)

67

59

51

B C Soil Murrum

43

35

Figure 2: Effect of Stone Dust on Liquid Limit

Optimum Moisture Content (OMC) and Maximum Dry Density (MDD) The variations of compaction characteristics such as OMC and MDD for the expansive clay treated with stone dust are presented in Figure 3. From the figure, there is an increase in MDD value with increase in percentage of stone dust. The black cotton soil and murrum when replaced with 20% of stone dust yielded maximum dry density of 1.84 KN/m3 for BC soil and 2.54 KN/m3 for murrum. The percentage increase in the MDD at optimum moisture content levels of stone dust addition to the above said soils is 19% respectively.

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Figure 3: Effect of Stone Dust on MDD

California Bearing Ratio (CBR) CBR test results of stone dust treated soil are presented in Figure 4. From this plot, the percentage admixture such as stone dust increases, the CBR also increasing in a reasonable trend. The optimum value of CBR is found at 20% of stone dust for both the black cotton soil and murrum. 10.5 9.5 8.5

CBR Value

7.5 6.5 5.5 4.5 3.5

Murrum B C Soil

2.5 1.5 0.5

Figure 4: Effect of Stone Dust on CBR for BC Soil and Murrum

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CONCLUSIONS The following conclusions can be drawn from the experimental work carried out in the study. 1. There is a marked reduction in the expansive behaviour of the Black Cotton soil and murrum mixed with Stone dust observed in liquid limit. 2. The expansive soil and murrum mixed with different percentage of quarry dust has changed the Proctor Compaction parameters. The optimum moisture content has decreased and the maximum dry density has increased with the increase in stone dust content. 3. The addition of stone dust to the expansive soil and murrum improved the CBR considerably. The addition of 20% stone dust increases the CBR value.

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12. Akshaya Kumar Sabat (2012) “Effect of polypropylenefibre on Engineering properties of Rice Hush Ash –Lime Stabilized Expansive soil”, Electronic Journal of Geotechnical Engineering, Vol17, Bund.E, pp.651- 659 13. Young Suk Song, Kyeeong Su Kim (2012) “Stability of embankments constructed from soil mixed with stone dust in quarry reclamation”, Environmental Earth Sciences , Jan 14. Akshaya Kumar Sabat, Bidula Bose (2013) “Improvement in Geotechnical Properties of an Expansive Soil using Fly Ash - Quarry Dust Mixes”, Electronic Journal of Geotechnical Engineering, Vol. 18 15. Akshaya Kumar Sabat (2013) “Prediction of California Bearing Ratio of a Soil Stabilized with Lime and Quarry Dust Using Artificial Neural Network”, Electronic Journal of Geotechnical Engineering, Vol. 18 p p: 3261 -3272 16. Binoy Aliyas Mattamana, Shiney Varghese (2013) “River sand inflow assessment and optimal sand mining policy department”, International Journal of emerging technology and Advanced engineering, Vol 3, Mar 17. Onyelowe, Ken C and Okafor F.O.(2013) “Quarry dust improvement of laterite for road base”, World Journal of Engineering Science, Aug 18. Akanbi, D.O. and Job, F.O. (2014) “Suitability of Black Cotton (Clay) Soil Stabilized with Cement And Quarry Dust for Road Bases and Foundations”, Electronic Journal of Geotechnical Engineering, Vol. 18 19. Jaganmohan Mishra, R. K. Yadav and A. K. Singhai (2014) “Effect of granite dust on engineering properties of lime stabilized black cotton soil”, International Journal of Engineering Research and Technology, Vol 3 Jan

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