International Journal of Engineering Trends and Technology (IJETT) – Volume 4 Issue 8- Sep 2013
Use of Additive Materials in Sub Grade for Road
Construction
Kishan khunt#
#
Student of final year M. Tech Transportation System Engineering, BVM Engineering College, Vallabh vidyanagar, Anand,
Gujarat, India.

Abstract — it is essential to constantly improve quality, strength
and durability of road. Conventionally bituminous roads have
worked well for long time. The main factor which generally
affect the bituminous roads are temperature, rainfall, traffic
load, land base, etc. & it cause cracks, potholes, rutting in road
surface. Sometimes failure of road also occurs. These failures can
be eliminated by using additive materials like Recron-3S, Fly
ash, Lime. These additives can be mixed with soil in various
proportions. It is also possible to increase strength of soil with the
use of additive materials. And the mixture of these additive
materials and soil can be used in sub-base and sub grade. With
different proportions of soil with additive materials California
Bearing Ratio value will be more compare to conventional
materials. And from that thickness of pavement can be
minimized to the certain extent.
Poor drainage conditions especially during rainy
season.
These are the reasons behind the failure pavement. These
problems can be eliminated to certain extent by using additive
materials with soil in sub grade and sub base layer.
Keywords — Recron-3S, Lime, Fly ash, CBR, Black Cotton Soil
D. Recron-3S
III. ADDITIVE MATERIALS
Following are the additive materials which are used for the
improving strength of black cotton soil.
A. Black Cotton Soil
B. Fly Ash
C. Lime
I. INTRODUCTION
PROPERTIES OF BLACK COTTON SOIL:
Road is the basic & necessary requirement of transportation.
Generally there are two types of pavements used in the
 CBR value: 2%
construction of road named Flexible pavement & Rigid
 Specific Gravity: 2.14
pavement. In flexible pavements, wheel loads are transferred
 Liquid Limit: 40%
by grain to grain contact of the aggregate through the granular
 Free Swell Index:>50%
structure. The flexible pavement, having less flexural strength
 Plastic Limit: 35 – 40%
of the pavement and the pavement act like rigid plate.
 Source: South Gujarat (Surat)
Additive materials are added in the sub grade and sub base
layer. Recron when mixed with soil and fly ash mixture gives
a wonderful result. Fibre absorbs everything and keeps the PHYSICAL PROPERTIES OF FLY ASH:
road surface intact and many problems can be solved like
 Density: 2.17 gm/cm3
potholes, cracking & failure of pavement.
 Bulk Density: 1.26gm/cm3
 Moisture Content: 2%
II. PROBLEMS IN FLEXIBLE PAVEMENT
 Particle Shape: Spherical, Irregular
Pavement failure is defined in terms of decreasing
 Colour: Grey
serviceability caused by the development of cracks and ruts.
 Source: Ukai Thermal Power Station
Failures of bituminous pavements are caused due to many
reasons or combination of reasons. Following are the various
CHEMICAL PROPERTIES OF FLY ASH
reasons behind the failure of bituminous pavement.
 Sio2:30 - 60%
 Al2O3: 11 - 19%
 Sudden increase in traffic loading especially on new
 Fe2O3: 4 - 11%
roads where the design is based on lesser traffic is a
 MgO: 5 – 6%
major cause of cracking
 CaO: 2 – 4%
 Bleeding and Cracking in pavement due to rise in
 Trace elements: Sodium, Potassium, Baron, etc.
temperature.

Provision of poor clayey sub grade results in
corrugation at the surface and increase in unevenness
ISSN: 2231-5381
PROPERTIES OF RECRON-3S:
 Cut Length: 6mm or 12mm
 Tensile Strength: 4000 – 6000kg/cm2
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International Journal of Engineering Trends and Technology (IJETT) – Volume 4 Issue 8- Sep 2013



3.
Melting Point: >250˚C
Colour: White
Source: Reliance Industries
IV. PROPORTIONS OF ADDITIVE MATERIALS WITH
BLACK COTTON SOIL
Firstly Standard Proctor Test is performed as per IS: 2720-7,
& IS: 2720-8 on different proportions of additive materials,
Fly ash, Lime, Recron-3S with Black cotton soil to get desire
and best result. Following are the various proportions by total
weight of mixture.
1.
2.
3.
4.
5.
6.
7.
8.
Soil (100%)
Soil (88%) + Fly ash (10%) + Lime (2%)
Soil (83%) + Fly ash (15%) + Lime (2%)
Soil (78%) + Fly ash (20%) + Lime (2%)
Soil (81%) + Fly ash (15%) + Lime (4%)
Soil (85%) + Fly ash (12%) + Lime (3%)
Soil (84%) + Fly ash (12%) + Lime (3%) + Recron-3S
(1%)
Soil (83%) + Fly ash (12%) + Lime (3%) + Recron-3S
(2%)
From above proportions MDD (Maximum Dry Density) &
OMC (Optimum Moisture Content) is calculated.
Following are the results of above proportions for standard
proctor test.
Sr.
No.
1.
2.
3.
4.
5.
6.
7.
8.
TABLE I
RESULT OF STANDARD PROCTOR TEST
Proportions
MDD
OMC
(gm/cc)
(%)
Soil (100%)
1.07
23.85
Soil (100%) + Fly ash (10%) +
1.63
16.61
Lime (2%)
Soil (83%) + Fly ash (15%) +
1.61
14.51
Lime (2%)
Soil (78%) + Fly ash (20%) +
1.65
16.31
Lime (2%)
Soil (81%) + Fly ash (15%) +
1.67
16.12
Lime (4%)
Soil (85%) + Fly ash (12%) +
1.58
23.00
Lime (3%)
Soil (84%) + Fly ash (12%) +
1.55
19.95
Lime (3%) + Recron-3S (1%)
Soil (83%) + Fly ash (12%) +
1.87
14.50
Lime (3%) + Recron-3S (2%)
Result of standard proctor test is shown in TABLE-I, after
checking these results according to MDD & OMC. Best suited
proportions are selected which are listed below.
1. Soil (100%)
2. Soil (84%) + Fly ash (12%) + Lime (3%) + Recron-3S
(1%)
ISSN: 2231-5381
Soil (83%) + Fly ash (12%) + Lime (3%) + Recron-3S
(2%)
From the results of standard proctor test best proportions
are selected from their MDD & OMC. Now after
performing standard proctor test, California Bearing Ratio
test as per IS: 2720 part-16 is to be performed.
1.
Soil (100%)
Result of standard proctor test is listed in table II and from
that data, graph is drawn which is shown in fig. 1
TABLE I
PROCTOR TEST RESULT FOR 100% SOIL
DATA SHEET FOR SOIL TEST
Soil (100%)
(Ref. std: IS 2720-7, IS: 2720-8)
Volume of Mould: 1000cc
Water Water Moist M C + M C
Moist
Dry
in ml.
of
ure
Wet
+
ure
Density
Sampl
Can
Weigh Dry
Conte in gms/cc
e in
No.
t
Weig nt (%)
(gms)
ht
150
80
80
80
80
80
80
1566
4
74.75 71.25
8.13
1.448
1668
611
62.37 58.76
11.30
1.489
1752
97
55.48 51.75
13.95
1.537
1832
69
58.87 53.89
17.32
1.562
1912
23
67.78 60.61
20.67
1.585
1996
2
80.28 70.37
24.20
1.607
1944
169
85.40 73.34
28.98
1.507
From Graph MDD: 1.608 gms/cc & OMC: 23.85%
Fig. 1 MDD Vs OMC Graph for 100% Soil Sample
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International Journal of Engineering Trends and Technology (IJETT) – Volume 4 Issue 8- Sep 2013
TABLE III
CBR TEST RESULT FOR 100% SOIL
DATA SHEET FOR CBR TEST
Ref. Std. IS:2720 part-16
Sample: Soil (100%)
Sample Condition: Remoulded at OMC & ODD
Type of Compaction: Light Compaction
Test Condition: Soaked. Soaking for 96 Hours
Penetration Rate: 1.25 mm/min Surcharge Weight: 5.0 kg
Penetration
Time
Penetration
(mm)
(min)
Resistance
Reading
0.0
0.00
0.00
0.5
0.24
0.06
1.0
0.48
0.13
1.5
1.12
0.16
2.0
1.36
0.18
2.5
2.00
0.19
4.0
3.12
0.32
5.0
4.00
0.41
7.5
6.00
0.52
10.0
8.00
0.57
12.5
10.0
0.63
From the Graph
Corrections if any
CBR at 2.5 mm
1.4
CBR at 5.0 mm
2.0
Fig. 2 CBR Test for 100% soil Sample
ISSN: 2231-5381
2.
Soil (84%) + Fly ash (12%) + Lime (3%) + Recron3S (1%)
Result of standard proctor test is listed in Table IV and
from that data, graph is drawn which is shown in fig. 3
TABLE IV
PROCTOR TEST RESULT FOR Soil (84%) + Fly ash
(12%) + Lime (3%) + Recron-3S (1%)
DATA SHEET FOR SOIL TEST
Soil (85%) + Fly Ash (12%) + lime (3%)
(Ref. std: IS 2720-7, IS: 2720-8)
Volume of Mould: 1000cc
Water Water Moist M C + M C
Moist
Dry
in ml.
of
ure
Wet
+
ure
Density
Sampl
Can
Weigh Dry
Conte in gms/cc
e in
No.
t
Weig nt (%)
(gms)
ht
140
1632
10
57.43 55.20
8.38
1.506
50
1666
2
78.14 73.75
9.90
1.516
50
1716
20
55.65 52.69
12.20
1.524
50
1748
278
53.73 50.48
17.13
1.532
50
1794
117
47.66 43.62
14.42
1.528
50
1820
688
60.76 55.44
18.74
1.533
50
1856
87
78.14 73.75
19.75
1.550
50
1839
611
60.32 54.40
41.45
1.529
From Graph MDD: 1.55 gms/cc & OMC: 19.94%
Fig. 3 MDD Vs OMC Graph for 84% Soil + 12% Fly ash + 3% Lime + !%
Recro-3S Sample
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International Journal of Engineering Trends and Technology (IJETT) – Volume 4 Issue 8- Sep 2013
TABLE V
CBR RESULT FOR Soil (84%) + Fly ash (12%) + Lime
(3%) + Recron-3S (1%)
DATA SHEET FOR CBR TEST
Ref. Std. IS:2720 part-16
Sample: Soil (84%) + FA(12%) + Lime(3%) + Recron-3S(1%)
Sample Condition: Remoulded at OMC & ODD
Type of Compaction: Light Compaction
Test Condition: Soaked. Soaking for 96 Hours
Penetration Rate: 1.25 mm/min Surcharge Weight: 5.0 kg
Penetration
Time
Penetration
(mm)
(min)
Resistance Reading
0.0
0.00
0.00
0.5
0.24
0.10
1.0
0.48
0.23
1.5
1.12
0.37
2.0
1.36
0.55
2.5
2.00
0.78
4.0
3.12
1.67
5.0
4.00
2.37
7.5
6.00
4.26
10.0
8.00
6.21
12.5
10.0
7.95
From the Graph
Corrections if any
1.74
CBR at 2.5 mm
13.7
CBR at 5.0 mm
18.3
ISSN: 2231-5381
Fig.4 CBR Test for 84% soil + 12% Fly ash + 3% Lime + 1% Recron-3S
Sample
3.
Soil (83%) + Fly ash (12%) + Lime (3%) + Recron3S (2%)
Result of Standard Proctor Test is listed in Table VI
and from that data, graph is drawn which is shown in
fig. 5
TABLE VI
PROCTOR TEST RESULT FOR Soil (83%) + Fly
ash (12%) + Lime (3%) + Recron-3S (2%)
DATA SHEET FOR SOIL TEST
Soil (85%) + Fly Ash (12%) + lime (3%)
(Ref. std: IS 2720-7, IS: 2720-8)
Volume of Mould:
1000cc
Wa Water Moist M C + M C
Moist
Dry
ter
of
ure
Wet
+
ure
Density
in
Sampl
Can
Weigh Dry
Conte in gms/cc
ml.
e in
No.
t
Weig nt (%)
(gms)
ht
140
1508
1
44.81 43.84
6.50
1.416
50
1544
97
47.63 45.88
8.39
1.424
50
1578
669
46.13 43.57
10.21
1.432
50
1648
244
47.75 45.00
13.13
1.457
50
1698
246
47.23 44.45
14.26
1.486
50
1674
49
58.53 53.35
16.61
1.435
50
1742
686
63.72 57.22
19.88
1.453
50
1744
94
69.81 62.87
22.04
1.429
From Graph MDD: 1.487 gms/cc & OMC: 14.85%
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International Journal of Engineering Trends and Technology (IJETT) – Volume 4 Issue 8- Sep 2013
Fig. 5 MDD Vs OMC Fraph for 83% Soil + 12% Fly ash + 3% Lime
+ 2% Recron-3S
TABLE VII
CBR TEST RESULTFOR Soil (83%) + Fly ash (12%) +
Lime (3%) + Recron-3S (2%)
DATA SHEET FOR CBR TEST
Ref. Std. IS:2720 part-16
Sample: Soil (83%) + FA(12%) + Lime(3%) + Recron-3S(2%)
Sample Condition: Remoulded at OMC & ODD
Type of Compaction: Light Compaction
Test Condition: Soaked. Soaking for 96 Hours
Penetration Rate: 1.25 mm/min Surcharge Weight: 5.0 kg
Penetration
Time
Penetration
(mm)
(min)
Resistance Reading
0.0
0.00
0.00
0.5
0.24
0.09
1.0
0.48
0.18
1.5
1.12
0.29
2.0
1.36
0.42
2.5
2.00
0.57
4.0
3.12
1.11
5.0
4.00
1.55
7.5
6.00
2.77
10.0
8.00
4.00
12.5
10.0
5.21
From the Graph
Corrections if any
1.84
CBR at 2.5 mm
9.30
CBR at 5.0 mm
12.2
Fig. 6 CBR Test for 83% Soil + 12% Fly ash + 3% Lime + 2% Recron-3S
Sample
V. RESULTS
The calculation for the various proportions is listed in
above tables. The results of CBR value for the different
proportions are as follows
TABLE VIII
RESULTS
Sr.
No
Proportions
MDD
(gm/cc)
OMC
(%)
CBR (%)
1.
Soil (100%)
1.07
2.
Soil (84%) + Fly Ash (12%) +
Lime (3%) + Recron-3S (1%)
3.
Soil (83%) + Fly Ash (12%) +
Lime (3%) + Recron-3S (2%)
2.5
mm
5
mm
23.85
1.40
2.0
1.55
19.95
13.7
18.3
1.87
14.50
9.30
12.2
From the table VIII, it can be conclude that best proportion is
when soil is 84%, fly ash is 12%, lime is 3% and recron-3S is
1% by total weight. By mixing this proportion of additive
materials CBR value is more compare to other proportion of
additive materials. If the design parameters of pavements are
known, then design can be carried by using IRC: 37-2001.
And from that design thickness of layer can be computed.
VI. CONCLUSION
Strength of soil can be increased to the certain extent by
using additive material in soil. Especially Recron-3S, when
mixed with soil and fly ash mixtures gives a wonderful result.
Fibre absorbs everything and keeps the road surface intact and
many problems can be solved like potholes, cracking & failure
of pavement. Strength of soil is determined by performing
California bearing ratio test. Materials can be easily available
from the market so it is economical. Problems can be
eliminated by using additive materials in the sub grade layer
of pavement. It can be also used in sub base layer. Fibre plays
an important role with soil. Recron helps to bind the soil under
the road.
ACKNOLEDGEMENT
The author owes a many thanks to all persons who helped
and guided throughout the project. Special thanks to Dr.
Rakesh kumar SVNIT, Surat., who supported and guided very
well till the end. Sense of gratitude to Mr. Hitesh Desai, who
allowed me to use his infrastructure in his UNIQUE
Engineering Testing & Advisory Services, Surat. Thanks and
appreciations to my friends Bhavin Parmar, Dhvani sonani
and Akash Tandel for their help and support.
ISSN: 2231-5381
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International Journal of Engineering Trends and Technology (IJETT) – Volume 4 Issue 8- Sep 2013
REFRENCES
[1]
[2]
[3]
[4]
[5]
[6]
[7]
[8]
IRC, “Use of Lime- Fly ash Concrete as pavement Base or Sub base”
IRC: 60-1976, Indian Road Congress.
IRC, “Guidelines for the design of flexible pavements”, IRC: 37-2001,
Indian Road Congress
IS: 2720 part-16, “Laboratory Determination of California Bearing
Ratio Standard”
IS: 2720 part-7, “Light/Standard Compaction Test for Soil”
IS:2720 part-8, “ Light/Standard Compaction Test for soil”
Dr. Pravin Kumar & Shelendra Pratap Singh, “Reinforced Fly ash Sub
base in rural Roads
Kalpna VInesh Maheshwari, Ex Student, SVNIT, Surat.
R. D. Gupta, Javed Alam, Mohd. Farooqi “Effects on CBR values and
other Geotechnical Properties of Fly ash mixed with lime and non
woven geo fabrics”
AUTHORS’S BIOGRAPHY
Kishan Khunt received his Bachelor of engineering
degree in Civil Engineering from the Government
Engineering College, Surat, Gujarat Technological
University in 2012. At present he is final year student of
M. Tech Transportations System Engineering From Birla
Vishvkarma Mahavidyalaya, Gujarat Technological
University.
ISSN: 2231-5381
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