1. 1 Stabilization of Laterite Soil Using Waste Paper Sludge.pdf

Research Article May
2017
Special Issue of International Conference on Emerging Trends in Science & Engineering (ICETSE–2017)
Conference Held by IEAE India, at Coorg Institute of Technology, Ponnampet, Karnataka, India
© www.ermt.net, All Rights Reserved Page | 150
International Journal of
Emerging Research in Management &Technology
ISSN: 2278-9359 (Volume-6, Issue-5)
Stabilization of Laterite Soil Using Waste Paper Sludge
Akshatha B A
M.Tech Student, Dept. of civil engineering
KVG College of Engineering, Sullia,
Karnataka, India
Dr. Lekha B M
Asst. Professor, Dept. of civil engineering
KVG College of Engineering, Sullia,
Karnataka, India
Abstract— A method of improving the properties of soil by blending and mixing it with other materials is known as
Soil stabilization. In this paper an attempt is made to use waste paper sludge (WPS) as stabilizing agent in rural road
construction in combination with lateritic soil (LS) and also intended to find the properties such as Compaction,
Shear properties, California Bearing Ratio (CBR) and Durability, when lateritic soil is replaced with waste paper
sludge at different mix proportions (2%, 4%, 6%, 8% and 10%). The result has shown that the mix proportions of
waste paper sludge at 6% gives good strength.
Keywords—WPS, Compaction, CBR, Unconfined compression (UCC), Durability.
I. INTRODUCTION
A method of improving the properties of soil by blending and mixing it with other materials is known as Soil
stabilization. Basic soil stabilization methods are mechanical, chemical and alternative methods. Soil stabilization can be
utilized on roadways, parking lots, site development projects, and in many other situations where sub soils are not
suitable for construction. After stabilization soil will get high resistance values, reduction in plasticity, lower
permeability and reduces pavement thickness. The techniques of soil stabilization can be categorized into a number of
ways such as consolidation, vertical drains, vibration, surcharge load, admixtures, grouting and reinforcement and other
methods. (Ravichandran et al., 2016).
In the present economic and environmental condition, high pressures are laid on engineers to identify suitable
methods wherever possible to re-use any locally available waste materials in order to minimize the costs of a project and
its impacts on the environment. Many waste materials offers a viable alternative from economical, technical and
environmental stand points and they showed good potential for stabilizing soils by blending (Ashmawy., 2006).In this
paper an attempt is made to use waste paper sludge as stabilizing agent in rural road construction in combination with
lateritic soil.
II. NEED FOR THE STUDY
Every year a large quantity of WPS is getting generated and accumulated. There are no proper methods for
optimum utilization of these wastes. At present paper sludge is being used as fertilizers, fuel and in landfill, but not even
10% of WPS are reutilized. If these wastes are not reutilized then they may become hazardous for environment,
Therefore there is a growing need for the study of best utilization of WPS. There are many attempts have been made by
the researchers towards the study of reutilization of these wastes and have proven to be effective in protecting
environment and conserving natural resources. This study explores the possibility of utilizing WPS for ground
improvement schemes in geotechnical engineering applications
III. OBJECTIVES OF THE STUDY
 To study the geotechnical properties of LS.
 To investigate the geotechnical properties of WPS mixture with LS.
 To determine the optimum moisture content (OMC) and maximum dry density (MDD) for the various mixtures.
 To determine the change in CBR, Shear strength with addition of different percentages of WPS.
 To know the durability of the LS using Wetting and drying process.
IV. BACKGROUND
Properties of clayey and soft soil are improved with the use of WPS as stabilizing agent. Clayey soil and soft
soil are mixed with 2%, 5%, 7%, 10%, 15%, 20%, 25% and 1%, 2%, 3%, 4%, 5% of WPS respectively. Compaction and
unconfined compressive strength (UCC) test is conducted and the experimental result showed that the properties of
clayey soil and soft soil were improved by the addition of WPS at 5% and 3% respectively. Hence WPS is found to be a
suitable waste material for strengthening the clayey and soft soil (Neva., 2015, Meenu and Rekha., 2016).
Surya., 2016conducted a study onHigh Swelling soil stabilized with 2%, 4%, 6%, 8%, 10% , 11% and 14% of
WPS. LL, PL, PI, Free Swelling and Compaction test is conducted. Liquid Limit, Plastic Limit and Plasticity Index has

Akshatha et al., International Journal of Emerging Research in Management &Technology
been reduced to 34.3%,22.48% and 11.82% respectively.Properties of High Swelling soil was improved by the addition
of WPS.
V. EXPERIMENTAL INVESTIGATION
A. Materials
 Laterite Soil
Laterite soil used in this study was collected 1m below the ground level from Balladka located in Sullia,
Dakshina Kannada. Properties of laterite soil are shown in Table1.
Table 1: Properties Of Laterite Soil
Properties Value
Gravel (%) 5 %
Sand (%) 52 %
Silt And Clay (%) 43 %
Liquid Limit (%) 53.95 %
Plastic Limit (%) 30.48 %
Shrinkage Limit (%) 15%
Plasticity Index (%) 23.47 %
Specific Gravity 2.29
Maximum Dry Density (g/cc) 1.99
Optimum Moisture Content (%) 7.91%
Unconfined Compression Strength (kN/m2
) 236.13
 Waste Paper Sludge
.Waste Paper Sludge (Figure 1)is a waste material collected from a recycled paper manufacturing company the
South Indian Paper Mill, Nanjangud
Figure 1: Waste Paper Sludge
Table 2: Properties of Waste Paper Sludge
Properties Value
Specific Gravity 1.56
pH 7.1
The sludge is the fiber sludge generated from the deinking process which contains fibers to be converted to a
finished paper product. Properties of waste paper slude are shown in Table 2. Collected sludge samples are odourless. It
consists of unusable short fibers, inks and dyes, clay, glues and other residue, along with any chemicals used in the
recovery process (Neva., 2015).
B. Methodology
The methodology adopted to achieve the objective is as shown in Figure 2. With the replacement of WPS the
properties of the soil is get modified. Experiments are done to determine the physical properties and change in the
geotechnical properties of the soil with the replacement of WPS.

Figure 2: Methodology.
VI. RESULTS AND DISCUSSIONS
A. Atterberg Test
Atterberg limit test were performed on soil sample stabilized with WPS according to IS 2720: Part 5.The Figure
3 gives the variation in values of the Liquid Limit (LL),Plastic Limit (PL) and Plasticity Index (PI) for various
percentages of WPS with soil.
Figure 3: Variation of LL, PL and PI.
It is observed that the addition of WPS with varying proportions decreases the LL, PL and PIupto 40.31%,
21.21% and 61.22% respectively. This decrease in the PL, LL and PI indicates improvement in soil.
B. Proctor Compaction Test
Compaction tests were carried out to get the OMC and MDD of different proportions WPS with soil.
Preparation of soil sample for proctor’s compaction test was done as per IS code: 2720. Figure4gives the variation in
values of the OMC and MDD for various percentages of WPS and soil.It is observed that there is increase in OMC from
7.91% to 19.88% with the increase of WPS.The increase in the value of OMC is about 151% is due to the addition of
WPS, which decreases the clay content and forms coarser materials that needs more water to compact the mixture of
laterite soil and WPS.
0
10
20
30
40
50
60
0 2 4 6 8 10
LL,
PL
and
PI
(%)
WPS (%)
LL
PL
PI

Figure 4: Variation of OMC with WPS
Figure 5: Variation of OMC with WPS
It is shown in Fig 5 that the MDD decreases from 1.99g/cc to 1.57g/cc by increasing the content of WPS. The
decrease in the value of MDD is about 21% is because the replacement of soil by the WPS which has relatively lowers
specific gravity that is 1.56 compared to that of the laterite soil which is 2.29.
C. Unconfined Compression Test
Figure 6: Variation of UCC for different curing days.
Figure 6 shows the variation of UCC for 0, 7, 14, 28 and 60 days of curing. The UCC of soil increases by 53.15,
59.01, 67.49, 71.07 and 75.50% respectively at 6% of WPS in soil when compared with normal laterite soil for 0, 7, 14,
28 and 60 days of curing periods. Hence soil shows a tendency of increase in UCS value with addition of WPS.
200
250
300
350
400
450
500
550
600
0 2 4 6 8 10
UCC
(kN/m
2
)
WPS (%)
0 Days
7 Days
14 Days
28 Days
60 Days

D. California Bearing Ratio
Figure7 shows the variation of CBR values for 0, 7, 14 28 and 60 days of curing. As the amount of WPS
replacement is increased about 7 times CBR value gets increased. Hence, the replacement of WPS additives can improve
soil sub grade.
Figure 7: Variation of CBR for different curing days
E. Durability test
Durability is defined as the ability of material to retain stability and integrity over years of exposure to the
destructive forces of weathering, is one of most important factors (Dempsy and Thompson., 1968).A good stabilizer
should not only help in gaining strength, but should also retain its bonding with soil during the cyclic seasonal changes.
Hence checking the durability is must before recommending the stabilizer for practical applications. For the present
study, WD cycle is used to find out the durability of the stabilized soil as per ASTM D559 and 560.
 Wet dry cycle
This test consisted of exposing the stabilized soil specimens (Figure8) to 12 cycles and each cycle consisted of
wetting the specimen by submerging it in water at room temperature for 5 hrs and drying for 42 hrs at a temperature of
710
C.
Figure 8:Samples prepared for durability test
Figure 9: Durability samples immersed in water
0
1
2
3
4
5
6
7
8
0 2 4 6 8 10
CBR
(%)
WPS (%)
0 Days
7 Days
14 Days
28 Days
60 Days

Table 3: Percentage Weight Loss During Alternate Cycles of WD for Different Percentages of WPS Repacement
Figure9 shows durability test samples immersed in water. The specimens were weighed and measured after each
cycle to obtain soil WPS, moisture changes and volume changes (swelling and shrinkage).Table 3 shows percentage
weight loss during alternate cycles of WD for different percentages of WPS replacement. The result indicates that
Specimens with 8% and 10% replacement of WPS could survive upto 5 and 7 cycles respectively whereas specimens
with 0, 2, 4 and 6% WPS replacement failed in earlier cycles.
VII. CONCLUSION
 Atterberg’s limit values decreases when soil is treated with varying proportions such as 0, 2, 4, 6, 8 and 10
percentages of WPS. This decrease in the PL, LL and PI indicates improvement in soil.
 OMC increases from 7.91% to 19.88% with the replacement of varying proportion of WPS which decreases the
clay content and forms coarser materials that needs more water to compact the mixture of laterite soil and WPS.
 MDD decreases from 1.99g/cc to 1.57g/cc with the replacement of soil by the WPS which has relatively lower
specific gravity that is 1.56 compared to that of the laterite soil which is 2.29.
 The UCC results indicate that the strength characteristics of the soil are improved with the replacement of WPS
upto 6% and CBR value gets increased about 7 times with the increase in replacement of WPS. The strength
achievement of soil is due to the pozzolanic reaction and the cementation process of WPS.
 The durability result indicates that for higher dosage stabilized specimens could survive upto 7 to 8 cycles
whereas other specimens failed in earlier cycles. Stabilized specimens couldn’t survive 12 cycles.
REFERENCES
[1] Chandak N. R and Amit B., (2015) “Effect of Lime Sludge on Strength and Compaction of Soil” Journal of
Civil Engineering Research, Volume 5(1), DOI: 10.5923/j.jce.20150501.03 pp 18-20.
[2] Dilip K.T., (2015), “A Study of Paper Mill Lime Sludge for Stabilization of Village Road Sub-Base”
International Journal of Emerging Technology and Advanced Engineering, Volume 5, Issue 02, pp389-393.
[3] Meenu P and Rekha R., (2016) “Comparison Between Paper Sludge And Rice Husk Ash As A Stabilizing
Agent For Soft Soil” International Conference on Emerging Trends in Engineering & Management, e-ISSN
2278-1684, p-ISSN 2320-334X, pp 08-11.
[4] Neva E., (2015) “Strength Development Of Soft Soil Stabilized With Waste Paper Sludge” International Journal
of Advanced Technology in Engineering and Science, Volume .03, Issue 01, pp.141-149.
[5] Neva E., (2015) “Strength Development Of Soft Soil Stabilized With Waste Paper Sludge” International Journal
of Advanced Technology in Engineering and Science, Volume .03, Issue 01, pp.141-149.
[6] Ravichandra P. T., Shiva P. A., Divya K. K and Kannan R. P. R., (2016). “Effect of Addition of Waste Tyre
Crumb Rubber on Weak Soil Stabilization” Indian Journal of Science and Technology, Volume 9(5), pp.1-5.
[7] Surya V. T., Sindhuja K.., Sai K. G., (2016) “Improvement of Properties of Highly Swelling Soil by using
Waste Paper Sludge” International Journal of Engineering Development and Research, Volume 4, Issue 2, pp.
417- 419.
No.
of
Cycles
Percentage Weight Loss
0 2 4 6 8 10
Wetting
Drying
Wetting
Drying
Wetting
Drying
Wetting
Drying
Wetting
Drying
Wetting
Drying
1 Collapse -1.98 4.68 -1.88 4.67 -2.16 5.07 -2.58 5.44 -2.79 7.58
2 - - Collapse Collapse -1.23 5.28 -1.96 5.62 -2.90 10.63
3 - - - - - - Collapse -2.75 7.45 -3.10 13.62
4 - - - - - - - - 0.40 9.96 -1.95 14.50
5 - - - - - - - - Collapse -1.72 16.20
6 - - - - - - - - - - 0.80 20.80
7 - - - - - - - - - - Collapse
8 - - - - - - - - - - - -
9 - - - - - - - - - - - -
10 - - - - - - - - - - - -
11 - - - - - - - - - - - -
12 - - - - - - - - - - - -

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