Effect of Crusher Dust-Geogrid Composite on Interface Shear Strength

Abstract

Modern geotechnical practice often uses technique of reinforced soil-a composite of soil and reinforcement mostly geogrids. In civil engineering application geogrid is widely use to reinforce embankment, retaining wall, roads and railway ballast. Therefore studying the geogrid soil interaction is important for any successful design. In this paper, a new type of geogrid has been evaluated for the interaction properties for different backfill soils using direct shear test. The test results are compared based on the type of sands and interface mechanical property. Two soils namely natural sand and crusher dust in combination with three different geogrids are tested at various loading conditions in direct shear test. High angles of internal friction of these materials are determined using direct shear, ranging from ϕ = 55.92 ̊ to 57.26 ̊ while the crusher dust is characterized as ϕ = 53.69 ̊. The addition of geogrid of three different sizes to the crusher dust led to an immediate increase in friction angle. By attaining high angle of internal friction, bearing capacity and reduction in total active earth pressure as that of sand, crusher dust can be used as an alternative material in geotechnical activities.

Full text

IOSR Journal of Mechanical and Civil Engineering (IOSR-JMCE)
e-ISSN: 2278-1684,p-ISSN: 2320-334X, Volume 15, Issue 1 Ver. II (Jan. - Feb. 2018), PP 12-20
www.iosrjournals.org
DOI: 10.9790/1684-1501021220 www.iosrjournals.org 12 | Page
Effect of Crusher Dust-Geogrid Composite on Interface Shear
Strength
*Prithviraj Sawant1, Rahul Sanap1, Swapnil Shinde1, Onkar Salunke1
Shailendra Banne2
1(Student, Department of Civil Engineering, Pimpri Chinchawad College of Engineering, Pune-411044,
Maharashtra, India)
2(Assistant Professor, Department of Civil Engineering, Pimpri Chinchawad College of Engineering, Pune-
411044, Maharashtra, India)
Corresponding Author: Prithviraj Sawant
Abstract: Modern geotechnical practice often uses technique of reinforced soil – a composite of soil and
reinforcement mostly geogrids. In civil engineering application geogrid is widely use to reinforce embankment,
retaining wall, roads and railway ballast. Therefore studying the geogrid soil interaction is important for any
successful design. In this paper, a new type of geogrid has been evaluated for the interaction properties for
different backfill soils using direct shear test. The test results are compared based on the type of sands and
interface mechanical property. Two soils namely natural sand and crusher dust in combination with three
different geogrids are tested at various loading conditions in direct shear test. High angles of internal friction of
these materials are determined using direct shear, ranging from ϕ = 55.92 ̊ to 57.26 ̊ while the crusher dust is
characterized as ϕ = 53.69 ̊. The addition of geogrid of three different sizes to the crusher dust led to an
immediate increase in friction angle. By attaining high angle of internal friction, bearing capacity and
reduction in total active earth pressure as that of sand, crusher dust can be used as an alternative material in
geotechnical activities.
Keywords: Direct shear test, Geogrid, Interface shear strength, Reinforced crusher dust
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Date of Submission: 05 -01-2018 Date of Acceptance: 20-01-2018
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I. Introduction
Modern building practice in construction of road, geotechnical construction of embankments, retaining
structure and in improvement of foundation soil often uses the technique of reinforced soil. The soil is
considered to be reinforced when the plane implants, mostly geo-synthetic sheets or geogrid are placed in it to
create composite material with improved engineering properties. In reinforced soil structure, poor soil becomes
usable and because of overall better properties of this composite. It is possible to build steeper slope of
embankments often with lower prize and reduces space required for structure, improve behavior of structure
under earthquake loading and also cost of construction is minimized. Conventional materials like natural soils,
broken rock pieces, sand are popularly used in the construction of structures like roads, embankments,
reclamation of grounds etc. Procurement of such materials in huge quantities have been becoming very difficult
and presence of plastic fines in the soils causes excess deformations which proves to be costly for the
maintenance of structures. Keeping this in mind and utilization of waste products in bulk quantities has been
searched, from which crusher dust is selected as an alternate material in place of sand. If we introduce the
flexible geo-synthetics in this fill material resulting in composite material. The sand and geo-synthetics are
combined through friction. The result is monolithic mass that acts cohesively supporting its own weight and
applied load. Differential settlement is eliminated and bearing capacity is eventually increased. Before using
these materials as filling material it is necessary to check the behaviour of material for various parameters.In this
study, it was aimed to observe shear strength behavior of crusher dust-geogrid interface. Two series of
experiments were performed. In every series, behavior of shear strength under different testing conditions were
investigated by varying geogrid aperture size.
1.1 Objectives of the Study
1. To investigate the effect of geogrid on shear strength parameters on different sands.
2. To study the performance of crusher dust as a geotechnical material.
3. To suggest the suitable combination of crusher dust and geo-grid.

Effect of Crusher Dust-Geogrid Composite on Interface Shear Strength
DOI: 10.9790/1684-1501021220 www.iosrjournals.org 13 | Page
II. Materials Used For Study
2.1 Backfill Materials
Two types of soils were used as backfill material in this study. Specifically, natural sand and Crusher
dust and this have been used to evaluate the interface behavior with the same geogrid material. Before
conducting the interface direct shear test, the physical properties of the soils were tested in the laboratory. The
test of physical properties reveal that Crusher dust has effective diameter D10 of 0.071, D30 of 0.82, D60 of 1.6,
the uniformity coefficient (Cu) of 22.53 and the coefficient of curvature of the gradation curve (Cc) of 5.91. The
specific gravity of Crusher dust is 2.955. The water content of both the sand was less than 1% which
corresponds to air dried condition. Figure 8 represents the gradation curve of the experimental soil. According to
IS 2720 (Part-IV) 1985 engineering classification system, the crusher dust and natural sand are classified as
poorly graded respectively. The major physical properties of the soils are listed in Table 1.
Table 1- Properties of Crusher Dust
Sr. no
Property
Crusher Dust
Natural Sand
1.
Dry Density (d)
23.2 kN/m3
20.64 kN/m3
2.
IS classification of soil
SP
SP
3.
Direct Shear Test
a) Cohesion (C)
b) Angle of internal of friction (ϕ)
0 kN/m2
53.69 ̊
0 kN/m2
47.14 ̊
4.
Specific Gravity
2.955
2.710
2.2 Geogrid Specimens
Three geogrids, of varrying aperture sizes i.e. 2.5cm x 3.2cm, 3.6cm x 3.0cm, 3.2cm x 3.2cm made up
of polypropylene polyester fibres are used in this study. For performing experiments Macgrid was used. Here,
Macgrid is geogrid manufactured by Maccaferri ind. pvt. ltd. MacgridTM is a geogrid for soil reinforcement,
made from high molecular weight, high tenacity polyester multifilament yarns. The yarns are woven on tension
in machine direction and finished with polymeric coating MacgridTM geo-grids are engineered to be
mechanically and chemically durable and resistant to biological degradation.

Effect of Crusher Dust-Geogrid Composite on Interface Shear Strength
DOI: 10.9790/1684-1501021220 www.iosrjournals.org 14 | Page
Table 2- Physical Properties of Geogrid
Physical Properties
GG1
GG2
GG3
Specific wt. (g/m2)
500
500
500
Aperture size
3.2cm*2.5cm
3.2cm*3.2cm
3.6cm*3.0cm
Percent open area ()
61
71
73
Table 3- Mechanical Properties of Geogrid
Mechanical Properties
GG1
GG2
GG3
Ultimate tensile strength (KN/m)
20
20
20
Tensile strength at 2% strain
7
7
7
Tensile strength at 5% strain
14
14
14
Junction efficiency
93
93
93
III. Methodology
Laboratory tests were conducted on crusher dust with and without geogrid. In order to evaluate the
improvement in strength properties, physical and strength performance tests namely; specific gravity, sieve
analysis and direct shear test were performed.
IV. Experimental Investigation
Specific gravity and Sieve analysis tests are carried out as per IS 2720 (Part-II) 1964 and IS 2720 (Part-
IV) 1985 respectively. Direct Shear test is carried out as per IS 2720 (Part-39/sec-I) 1977 in the following
manner. A small scale direct shear testing device, as shown in figure 6. Which consists of fixed lower box and a
moving upper shear box, has been used in this study. Both the shear boxes have same inside dimensions of 60
mm in length and 60 mm in width. The vertical load is applied to the backfill material through a loading plate
below the lower shear box. A reaction plate is placed on the backfill in upper shear box. The applied shear force
and horizontal displacement wehre are recorded using proving ring and dial gauge respectively.The geo-grid
specimens were positioned on a sand base placed on the top of lower box (figure 4). Subsequently the specimen
was folded to acquire grip and prevent slipage of geogrid during the test. In case of natural sand and Crusher
dust the upper and lower shear box was filled by raining the sand from a height passing through two consecutive
sieves. The dry unit weight of the sand mass in upper and lower box was 23.2 kN/m3. The height of sand layer
in upper and lower box is 2 cm. The upper and lower box was filled by the soil in three steps with same
compaction energy for every step. Thus, density of backfill soil was kept almost constant. The direct shear tests
were conducted using four different normal stresses of 0.5, 1, 1.5, 2 kg/cm2. All the test involved applying the
normal stress and monitoring the horizontal displacement. The maximum number of divisions obtained during
the shear process was recorded as the peak shear strength. The same procedure was repeated for all maintained

Effect of Crusher Dust-Geogrid Composite on Interface Shear Strength
DOI: 10.9790/1684-1501021220 www.iosrjournals.org 15 | Page
constant during shearing process. For two soils and three types of geogrid under different normal stress
condition. Total 32 numbers of tests were performed in this study.
V. Results and Discussion
5.1 Specific Gravity of Crusher Dust and Natural Sand
Specific gravity of crusher dust and natural sand is carried out as per IS 2720 (Part-II) 1964
1. Specific gravity of crusher dust = 2.95
2. Specific gravity of natural sand = 2.71
5.2 Sieve Analysis of Crusher Dust
For grain size distribution of crusher dust and natural sand, sieve analysis tests have been performed. The
coefficient of uniformity and coefficient of curvature are determined from fig. 1. The determined value for
1. Coefficient of uniformity (Cu) = 22.53
2. Coefficient of curvature (Cc) = 5.91
The determined values for coefficient of uniformity and coefficient of curvature of natural sand are 3.54 and
0.82 respectively.As per IS 2720: Part 4, as the values of Cu and Cc are 22.53 and 5.91 respectively the crusher
dust is poorly graded.
Fig. 8: Sieve analysis of Crusher Dust

Effect of Crusher Dust-Geogrid Composite on Interface Shear Strength
DOI: 10.9790/1684-1501021220 www.iosrjournals.org 16 | Page
5.3 Interface Shear Strength
The shear strength of a soil geogrid interface is an essential parameter of slope stability analysis where
slip surface run along the geogrid. The relationship between interface shear strength and normal stress at the
interface is generally considered to be linear and defined by equation (1).τf = C + σtanϕ….(1)Where the τ is the
soil-geogrid interface shear srength; C is the interface cohesion; σ is the stress normal to the interface; and (δ) is
interface frictional angle
5.3.1 Interface Shear Strength of Crusher Dust-Geogrid Composite
The interface shear strength is find out according to (IS 2720-Part 13-1972) and the values are tabulated in
tables 4, 5 and 6.
5.3.1.1 Crusher Dust + Geogrid of Size 3.2 cm*2.5 cm
Table 4- Data sheet for Interface shear strength of Crusher dust
Sr. no
Normal stress
(kg/cm2)
Maximum shear force (kg)
Shear stress
(kg/cm2)
Shear strength
(kg/cm2)
1.
0.5
20.096
0.4971
1.6162
2.
1.0
53.38
1.0902
3.
1.5
78.50
2.1369
4.
2.0
100.48
2.7408
Fig. 9: Variation between normal stress and shear stress
Cohesion (C) and Interface friction angle (δ) are 0 and 57.26º.
5.3.1.2 Crusher Dust + Geogrid of Size 3.2 cm*3.2 cm.
Table 5- Data sheet for Interface shear strength of Crusher dust
Sr. no
Normal stress
(kg/cm2)
Maximum shear
force (kg)
Shear stress
(kg/cm2)
Shear strength
(kg/cm2)
1
0.5
27.946
0.7762
1.9275
2
1.0
58.718
1.6310
3
1.5
80.38
2.2328
4
2.0
110.52
3.070

Effect of Crusher Dust-Geogrid Composite on Interface Shear Strength
DOI: 10.9790/1684-1501021220 www.iosrjournals.org 17 | Page
Fig. 10: Variation between normal stress and shear stress
Cohesion (C) and Interface friction angle (δ) are 0 and 56.56º.
5.3.1.3 Crusher Dust + Geogrid of Size 3.6 cm*3.0 cm
Table 5- Data sheet for Interface shear strength of Crusher dust.
Sr. no
Normal stress
(kg/cm2)
Maximum shear force (kg)
Shear stress
(kg/cm2)
Shear strength
(kg/cm2)
1.
0.5
20.096
0.5582
1.7553
2.
1.0
53.38
1.4827
3.
1.5
78.50
2.1805
4.
2.0
100.48
2.7911
Fig. 11: Variation between normal stress and shear stress

Effect of Crusher Dust-Geogrid Composite on Interface Shear Strength
DOI: 10.9790/1684-1501021220 www.iosrjournals.org 18 | Page
Cohesion (C) and Interface friction angle (δ) are 0 and 55.92º.
5.3.1.4 Natural Sand + Geogrid of Size 3.2 cm*3.2 cm
Table 6- Data sheet for Interface shear strength of Natural Sand
Sr. no
Normal stress
(kg/cm2)
Maximum shear force (kg)
Shear stress
(kg/cm2)
Shear strength
(kg/cm2)
1.
0.5
36.738
1.0205
1.7945
2.
1.0
52.438
1.4566
3.
1.5
74.418
2.0671
4.
2.0
94.828
2.6341
Fig. 12: Variation between normal stress and shear stress
Cohesion (C) and Interface friction angle (δ) are 0 and 47.47º.
Results for Interface Shear strength:
Fig. 13: Comparison of interface shear strength of crusher dust-geogrid composite

Effect of Crusher Dust-Geogrid Composite on Interface Shear Strength
DOI: 10.9790/1684-1501021220 www.iosrjournals.org 19 | Page
Fig. 14: Variation in cohesion (C) and interface friction angle (δ) of crusher dust-geogrid composite
V. Conclusion
Based on the experimental work carried out in the present study the following conclusions are drawn for
investigation of Crusher Dust-Geogrid composite properties.
1. Interface friction angle (δ) of Crusher dust-Geogrid composite is higher than angle of internal friction (ϕ) of
crusher dust.
2. Crusher dust particles are similar to sand particles and offer more shear strength.
3. Interface friction angle is increases with decrease in geogrid aperture size.
4. Maximum increase in shear strength of crusher dust-geogrid composite is 46%.
5. Best suitable combination of crusher dust-geogrid composite is crusher dust with geogrid of aperture size
(3.2cm*3.2cm).
Acknowledgement
We take this opportunity to thank Prof. Mr. S. P. Banne our Project guide who has been a constant
source of inspiration and also took keen interest in each and every step of the project development. We are
grateful for their encouragement in shaping the idea and valuable suggestions in making it a reality. Again we
take the opportunity to express our deep sense of gratitude to Dr. S. T. Mali for the valuable guidance and for
providing lab facilities as H.O.D of Civil Department.
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Prithviraj Sawant."Effect of Crusher Dust-Geogrid Composite on Interface Shear Strength.”
IOSR Journal of Mechanical and Civil Engineering (IOSR-JMCE) , vol. 15, no. 1, 2018, pp.
12-20