Engineering properties of coated fiber-reinforced silty sand using direct shear testing
Mehdi Eshaghzadeh
1, Meysam Bayat
2*, Rassoul Ajalloeian
3, Sayyed Mahdi Hejazi
41. Department of Civil Engineering, Najafabad Branch, Islamic Azad University, Najafabad, Iran. Email: [email protected]
2. Department of Civil Engineering, Najafabad Branch, Islamic Azad University, Najafabad, Iran. *Corresponding author:
ORCID: 0000-0001-5525-5199, E-mail address: [email protected]
3. Department of Geology, University of Isfahan, Isfahan, Iran. Email: [email protected]
4. Department of Textile Engineering, Isfahan University of Technology, Isfahan, Iran. Email:
Abstract
So far, many studies have been done on the stabilize the weak soil using conventional chemical stabilizers such as lime, cement and different modern materials such as nanoparticles, however, very limited studies were conducted on the effect of coated fibers on the shear strength of stabilized soils. This paper presents the results of a series of direct shear tests on treated soil specimens with ceramic fiber, nano-silica and kaolin. The effects of ceramic fiber addition, fiber length, nano-silica and kaolin contents on the mechanical behaviour and shear strength parameters of silty sand have been investigated.
The results show that the addition of ceramic fibers to the silty sand leads to a significant increase in shear strength. The dilative behaviour of soil specimen has been found to decrease with addition of ceramic fibers. The cohesions of fiber-reinforced specimens increase due to coating fiber surface with nano-silica or kaolin particles. The internal friction angle of coated fiber-reinforced specimens decreases due to adding nano-silica particles. However, the internal friction angle of coated fiber-reinforced specimens is almost independent of kaolin content.
Key words:
Silty sand; Ceramic fiber; Nano-Silica; Direct Shear Test; California Bearing Ratio1. Introduction
Various soil treatment and reinforcement techniques such as conventional stabilization and natural or synthetic fiber reinforcement have been proposed to ground improvement. Previous studies indicated that the conventional stabilizers such as cement or lime and the reinforcing materials such as natural or synthetic fibers can be used to strengthen and improve the mechanical behaviour, hydraulic properties, freeze-thaw durability and reduce the swelling potential of geotechnical materials [1–16]. So far, many studies have been done on the mechanical properties of fiber-reinforced soil [17–25]. Various fiber types such as polypropylene fiber, steel fiber, basalt fiber, glass fiber, carpet waste fiber, tire rubber fiber, and carbon fiber in soil reinforcement have been investigated extensively [2,26–30]. Although
there are many studies on the mechanical characteristics of fiber-reinforced soil, but there is no study on the effect of nano-silica or kaolin coated ceramic fibers on the mechanical characteristics of soil.
Ceramic fiber is a new type of inorganic small-dimension filament or thread composed of a ceramic material with light weight, high temperature resistance, low thermal conductivity, high elastic modulus, and high resistance to corrosive from acid, alkali and salt. The utilization of ceramic fiber in soil reinforcement [31], casting shell [32], cement mortar [33] and concrete [34–36] has also been reported in the previous studies. However, there is no investigation in the literature on the utilization of cermic fiber for the soil stabilization.
Nanotechnology has evolved as a new technological revolution which has grown rapidly over the last twenty years. The nanomaterials have been widely used in various fields since its introduction in 1959.
Previous studies indicated that the utilization of nano-materials in geotechnical construction can be improved the mechanical behaviour and physical and chemical characteristics of weak soil [37–44].
Taha and Taha [45] indicated that adding nano-Al2O3 to soil resulted in a decrease in both of expansive and shrinkage strains. Cui et al. [39] studied the shear strength parameters and microstructure of treated silty sand with carbon fiber and nano-silica. The results show that the shear strength parameters of specimens significantly increased with adding of carbon fiber and nano-silica.
The addition of carbon fiber to soil was found to enhance both of internal friction angle and cohesion.
However, nano-silica was effective to improve the cohesion only. Sarli et al. [38] indicated that addition of recycled polyester and nano-SiO2 in the loess soil resulted in an increase in the shear strength.
Kaolin is a subgroup of clay minerals consisting of alternate layers of silica and alumina which comprises different natural morphologies such as hexagonal platelets, rolled sheets, co-axial sheets, and sometimes tubes [46]. Previous studies indicated that kaolin can be used as the cement replacement in mortars and concretes which reduce energy consumption of cement production as environmentally friendly approaches [47–51]. Wong et al. [46] used kaolin as a pozzolanic additive of stabilized peat. The results indicated that the specimen containing 10% kaolin as cement replacement has the highest strength.
In the current study, the mechanical behavior of stabilized silty sand with coating ceramic fiber and nanomaterial or kaolin as a new stabilizer has been investigated. The novelty of the current study includes coating of ceramic fibers with nano-silica or kaolin particles to improve interfacial interaction of fiber-matrix. A series of direct shear tests was performed to investigate the effect of fiber content, fiber length and nano-silica or kaolin content on the mechanical behaviour of stabilized specimens.
2. Materials and experimental procedure
2.1. Materials
The soil collected from the Sejzi industrial zone (in the east of Isfahan, Iran). The grain-size distribution curve and photograph of soil are presented in Fig.1. Table 1 shows the physical and geotechnical properties of soil. According to the Unified Soil Classification System (USCS), the soil is classified as Silty Sand (SM). Tables 2 and 3 show the physical properties and chemical composition of ceramic fibers, respectively. Tables 4 and 5 present the physical and chemical properties of nano- silica and kaolin particles, respectively.
Table 1: Physical and geotechnical properties of soil
Values and descriptions Characteristics
2.66 Specific gravity
20 Passing No. 200 sieve (%)
22 Liquid limit (%)
NP Plasticity index (%)
Unified Soil Classification System SM (USCS)
9.55 Optimum water content (%)
20.11 Maximum dry unit weight (kN/m3)
0.01 Cohesion (MPa)
35.6 Friction angle (°)
. Fig. 1. Grain size distribution curve and photograph of the soil
Table 2. Physical properties of ceramic fiber
Table 3. Chemical composition of ceramic fiber Composition Value
SiO2 50-55 O3
AL2 40-45
O3
Fe2 <0.5 O
O+Na2
K2 <0.5
Table 4. Physical and chemical properties of nano-silica particles
Property Value
Cut length (mm) 6, 12 and 18 Filament diameter (μm) 3-5
oC)
Classification Temp. ( 1260 Non-Fibrous Content <25%
Property/composition Value
2/g)
Specific surface area (m 235 Main particle size (μm) 25 Agglomerate mean particle
size (μm) 10.5
3) g/m
Tamped density (k 200
pH 6.8
(%)
SiO2 >98.5
(%)
SO3 0.5
2.2. testing program
The mechanical behavior of treated silty sand with nano-silica or kaolin coated ceramic fiber has been investigated in this work. For this purpose, an experimental program comprising direct shear tests was conducted. The effects of the ceramic fiber content, fiber length, and nano-silica content and kaolin content on the mechanical behavior of specimens have been investigated. The summary of direct shear test details is presented in Table 5. The first group of the tests was intended to evaluate the effects of addition of ceramic fiber and fiber length on the mechanical behaviour of reinforced specimens.
The second and third groups of the tests were performed to study the effect of nano-silica or kaolin content, respectively. The purpose of the third group of tests was to study the effect of fiber content, fiber length and nano-silica or kaolin content on the mechanical behaviour of treated specimens with ceramic fibers coated by nano-silica or kaolin particles, respectively.
Table 5. Physical and chemical properties of kaolin particles Property/composition Value
Specific gravity 2.5
Particle size (-2 μm) (%) 89 (%)
SiO2 74.98
(%) O3
Al2 17.42
(%) O3
Fe2 9.54
(%)
TiO2 0.96
CaO (%) 1.62
MgO (%) 0.29
(%) O5
P2 0.08
Table 6. A summary of the test details
Test Group Ceramic fiber content (%)
Fiber length (mm)
Nano-silica content (%)
Kaolin content (%)
Group-1 0.5 6, 12 and 18 0 0
Group-2 0 0 0.1 and 0.5 0
Group-3 0 0 0 0.1 and 0.5
Group-4 0.5 6, 12 and 18 0.1 and 0.5 0
Group-5 0.5 6, 12 and 18 0 0.1 and 0.5
2.3. Specimen preparation
To prepare the specimens, the required amount of soil was first dried in an oven for at least 24 hours at approximately of 110oC. Afterwards, the required amount of ceramic fiber for the fiber reinforced specimens was mixed, so that a uniform distribution of the ceramic fiber in the mixture was achieved.
Finally, the water was added to the mixture in order to reach the Optimum Moisture Content (OMC) and mixing again until the mixture was uniformly moist. The specimens containing nano-silica or kaolin were prepared with a similar procedure that used for ceramic fiber reinforced specimens. Nano- silica or kaolin coated ceramic fibers were obtained using an adhesive material. The coating fiber may be used to increase the resistance of fibers to fire and environmental effects. To prepare the specimens containing coated fibers, the required amount of ceramic fiber was weighed, and then the adhesive was sprayed onto the surfaces of ceramic fibers. Thereafter, the required amount of nano-silica or kaolin was sprayed onto the surfaces of ceramic fibers. The prepared ceramic fiber coating with an adhesive layer and nano-silica or kaolin particles are mixed with the dry soil and then the required water was added to the composite in order to reach the OMC.
2.4. Testing Apparatus
A direct shear test is a simple laboratory technique to measure the shear strength properties (cohesion and internal friction angle) of soil materials. In this study, a series of direct shear tests was conducted on the specimens according to ASTM D3080. The required amount of the composite was poured into the shear box, and then was compacted to achieve the maximum dry density. The direct shear tests were performed with a shear box size of 100 mm×100 mm at a constant horizontal displacement rate of 0.2 mm/min. Three direct shear tests were conducted for each composite at three different normal stress (i.e. 0.1, 0.2, and 0.3 kPa). The shear stress–shear strain curve, vertical strain-shear strain curve, cohesion and internal friction angle of the composite obtained from direct shear tests were studied.
3. Tests results and discussion
3.1. Direct shear tests results
The results of direct shear tests for the natural soil specimens are presented in Fig. 2. As shown from the results, the natural soil exhibits a dilative behavior. Fig. 3 shows the response of ceramic fiber- reinforced specimens at a fiber content of 0.5% and various fiber lengths (6mm, 12mm and 18mm).
The results show that the addition of ceramic fiber to the natural soil results in a significant increase in the shear strength of reinforced soil at any fiber length that is in good agreement with previous studies on the reinforced soils with other fiber types [21,52–55]. As shown from the results, the ceramic fiber- reinforced specimens exhibited less dilation than the natural soil specimens. In general, the peak shear strength of specimens increases with the increase of normal stress. The peak shear strength of ceramic fiber-reinforced specimens occurs at a higher shear strain level compared to the natural soil specimens.
The peak shear strength of reinforced specimens increases as the ceramic fiber length reduced from 18 mm to 6 mm. The shorter length of fibers provides a better fiber orientation and dispersion because the number of shorter fiber is more than longer fiber for a given fiber content which resulted in a higher adhesion strength between fiber and matrix.
Fig. 2. Shear stress–shear strain and vertical strain-shear strain curves of the natural soil specimens.
Fig. 3. Shear stress–shear strain and vertical strain-shear strain curves of the ceramic fiber- reinforced specimens with fiber content of 0.5% and fiber length of (a) 6 mm (b) 12 mm (c)18
mm.
The effects of nano-silica content and kaolin content on the response of specimens that were stabilized with an additive content of 0.1% and 0.5% are shown in Figs. 4 and 5, respectively. As shown from the results, the shear strength increases due to the addition of nano-silica or kaolin particles to the soil.
The specimens containing kaolin particles has more shear strength than the specimens containing nano-silica particles for a given additive content. The nano-silica or kaolin stabilized specimens appear
to be less dilative (or more contractive) than the natural soil specimens which is due to existence of strong and sufficient bonding among soil particles and additive particles.
Fig. 4. Shear stress–shear strain and vertical strain-shear strain curves of the specimens containing nano-silica (a) NSC=0.1% (b) NSC=0.5%.
Fig. 5. Shear stress–shear strain and vertical strain-shear strain curves of the specimens containing kaolin (a) KC=0.1% (b) KC=0.5%.
By adding water to the mixture, a viscous gel produced by nano-silica or kaolin particles that bind the soil particles together. The viscous gel results in further filling of voids among the soil particles which
can be lead to increase of the shear strength. The peak shear strength of stabilized specimens with nano-silica or kaolin particles occurs at a higher shear strain level compared to the natural soil specimens. However, the shear strength decreases with the increasing nano-silica content from 0.1% to 0.5%. The variation in the cohesion and internal friction angle of specimens is presented in Fig. 6. The results show that both of cohesion and internal friction angle increases by adding ceramic fiber, nano- silica or kaolin particles to the soil. The specimen containing 0.5% kaolin particles has the highest cohesion of 1.32 MPa while the specimens containing 0.5% ceramic fiber has the lowest value about of 0.24 MPa which are almost independent of kaolin content and fiber length. It can be known that the internal friction angle increases remarkably due to addition of ceramic fibers or kaolin particles. The maximum internal friction angle is observed for the specimens containing ceramic fiber or kaolin particles. The internal friction angle is also independent of fiber length or kaolin content. However, the increasing nano-silica content from 0.1% to 0.5% results in a decrease of the internal friction angle and an increase of the cohesion.
Fig. 6. Effect of nano-silica and kaolin contents on the internal friction angle and cohesion of specimens.
Fig. 7 presents the variation of cohesion and internal friction angle versus nano-silica or kaolin content for various fiber lengths. The results show that the cohesions of fiber-reinforced specimens increase due to adding nano-silica or kaolin. The increasing cohesion by coating ceramic fibers is more pronounced for the specimens containing kaolin particles. The cohesion increases with the increasing fiber length from 6 mm to 18 mm for a given nano-silica or kaolin content. The internal friction angle of fiber-reinforced specimens decreases due to adding nano-silica particles. In other words, the friction between soil particles and ceramic fiber surface decreases by coating nano-silica onto ceramic fibers.
However, the internal friction angle of fiber-reinforced specimens is almost independent of kaolin content. The effect of fiber length on the internal friction angle of fiber-reinforced specimens varies in the specimens containing nano-silica and kaolin particles.
Fig. 7. Effect of fiber length, nano-silica and kaolin contents on the internal friction angle and cohesion of specimens.
5. Conclusions
In this study, a series of direct shear tests was conducted to investigate the effects of ceramic fiber addition, fiber length, nano-silica content, kaolin content on the mechanical behaviour of silty sand.
Based on the results, the following conclusions are reached:
Both of cohesion and internal friction angle increases by adding ceramic fiber, nano-silica or kaolin particles to the natural soil. The shear strength of specimens increases and dilation potential decreases due to ceramic fiber addition. On the other hand, the ceramic fiber length has no significant effect on the shear strength parameters of reinforced specimens. The shear strength increases due to the addition of nano-silica or kaolin particles to the soil. The specimens containing kaolin particles has more shear strength than the specimens containing nano-silica particles for a given additive content. The nano- silica or kaolin stabilized specimens appear to be less dilative (or more contractive) than the natural soil specimens. The internal friction angle is also independent of kaolin content. However, the increasing nano-silica content from 0.1% to 0.5% results in a decrease of the internal friction angle and an increase of the cohesion. The cohesions of fiber-reinforced specimens increase due to coating fiber surface with nano-silica or kaolin particles. The increasing cohesion by coating ceramic fibers is more pronounced for the specimens containing kaolin particles. The internal friction angle of coated fiber-reinforced specimens decreases due to adding nano-silica particles. However, the internal friction angle of coated fiber-reinforced specimens is almost independent of kaolin content. The effect of fiber length on the internal friction angle of coated fiber-reinforced specimens varies in the specimens containing nano-silica and kaolin particles.
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