# Comparison of Effects of Using Geosynthetics and Lime Stabilization to Increase Bearing Capacity of Unpaved Road Subgrade

Authors: Erhan Burak Pancar; Muhammet Vefa Akpınar
Journal: Advances in Materials Science and Engineering
 (2016)

---

## Abstract

So many soil improvement methods have been developed in order to increase bearing capacity of superstructure of the road to be constructed on the soft clayey road base soils, decrease settlements, and increase other strength specifications (CBR,k, M
R values, etc.). In this paper, lime stabilization of clayey road base soil with high water content and its improvement with geosynthetics (geocell + geotextile) reinforcement and comparisons of these two different improvement methods were made. For this purpose, plate loading experimental comparisons of clayey soil, which had high water content by 10% increasing the optimum water content, were made after it was improved with lime at the rates of 3, 6, and 12%, geotextile reinforcement, geocell reinforcement, geosynthetics reinforcement, and geosynthetics reinforcement + lime stabilization at various rates. It was understood that these improvement methods will not yield sufficient results on clayey soils with high water content on their own, and method of improvement with lime and then reinforcement with geosynthetics yields better results on these types of soils. Only one improvement state among ten different states examined in this study gave the sufficient results for the soil to be used for unpaved roads.


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## Body

## 1. Introduction

Subgrade soils may safely withstand the stresses that traffic loads constitute. Soft soils have low shear strength and this causes excessive consolidation settlement and bearing capacity failure when they are used as a road subgrade. Bearing capacity of the soil is generally affected by soil type, water content, and compaction degree. The soils shall support high amount of loading without excessive settlement. It is required to stabilize the subgrade soils that are not appropriate for road superstructure by improving them. With the improvement of the soil, bearing capacity is increased, settlements are decreased, and therefore surfacing thickness is decreased and surfacing performance is increased. A variety of ground improvement techniques including vertical drains, complete soil replacement, grouting, geosynthetic reinforcement, and lime stabilization are used in several structures such as highways, railways, airports, and embankment to improve the performance of soils [1–6].Many researchers have reported the ability of lime to change the plasticity of soils. The liquid limit of clay soil decreases when the lime content increases [7]. The plastic limit increases and the plasticity index which is the difference between the liquid limit and the plastic limit decreases with lime stabilization [8]. The pH becomes about 12.4 by mixing soil, lime, and water [9]. It is desired to get this pH value by adding lime to the soil and there is a minimum limit for lime content to achieve this goal. The strength of soil increases if the amount of lime added to the soil increases [10]. Dash and Hussain [2] determined that the optimum lime content was 9% for expansive soils and 5% for residual soil-rich specimens.Dash and Hussain [2] also stated that when the amount of lime added to the soil increases, the swell potential of soils decreases at first and then starts to increase after a certain limit of lime content. This content is 5% for fine-grained soils and 9% for coarse-grained soils. It is also known that excessive lime treatments decrease the soil strength. Because of that, calculating the optimum amount of lime is very important for lime stabilization.Dash and Hussain [11] detected that the effect of lime on reducing the shrinkage potential of high plastic expansive soils is more than low plastic residual soil. The optimum lime content to get minimum shrinkage was calculated as 5%.In the studies, Kavak et al. [12] reviewed performance of lime stabilization of clay, with high plasticity, on the base soil of the real road. The necessary lime ratio was determined as 5%. Implementation was done on total 40 cm part of the soil. The lime stabilization was applied in 2 layers as 20 cm for each. CBR (California Bearing Ratio) values increased from 11% to 56% after lime stabilization. At the plate loading experiments, maximum settlement decreased to 3.6 mm from 22.2 mm. 8 times increases occurred on dry CBR values of the material to which 5% lime was mixed at the end of 56 days and up to 34 times increases occurred on its wet CBR values compared to the natural material.Geosynthetic reinforcement has been more used among soil improvement techniques. It gives an advantage of rapid construction at low costs. Zhou and Wen [13] have determined the mechanisms of geosynthetic reinforcement by explaining the confinement, pocket effect, raft foundation effect, and stress dispersion effect in their study.Latha and Somwanshi [14] demonstrated that the geocell is the most advantageous form of geosynthetic reinforcement (i.e., geocell, planar layers, and randomly distributed mesh elements). Moghaddas Tafreshi and Dawson [4] and Dash et al. [15] also determined that geocell reinforcement is more desirable than planar reinforcement. Moghaddas Tafreshi and Dawson [4] stated that the geocell reinforcement improves the bearing capacity of soil more than 200% and reduces the settlement by 75%.Zhou and Wen [13] indicated that subgrade reaction coefficient k
30 can be improved by 3000%, and the deformation can be reduced by 44% by using geocell-reinforced sand cushion. Sireesh et al. [16] and Dash et al. [15] stated that if a planar geogrid is added at the base of the geocell, the bearing capacity of the foundation also increases. Dash et al. [17] detected that this increasing can be 30% more than with geocell alone. The effect of planar reinforcement layer reduces by increasing the height of the geocell mattress.The overall goal of this study was to demonstrate the benefits of geosynthetics reinforcement and lime stabilization for clayey pavement subgrade with high water content, with the detailed objective of this study being to compare the performance of geocell reinforcement, geotextile reinforcement, and lime stabilization by using these treatments solely and together. This comparison has not been made before in other studies.


## 2. Cellular Confinement Systems

As seen in Figure1, cellular confinement systems (geocell, geoweb, neoweb, etc.) are a network having a high resistance that was developed with the aim of stabilizing the soil by taking it under control and formed from three-dimensional cells interconnected with nodes in the shape of a honeycomb made from polyethylene. The cellular load bearing systems expand in the construction field and are filled with soil. The filling material completely covers the cell walls and confined the entire environment in the soil. Therefore, it increases load-deformation behavior and resistance of the soil by taking vertical loading stresses at the cell walls and soil resistance at the adjacent cells [18].Figure 1
Application of geocell in the field.Zhao et al. [19] stated the working principle of geocell layer by explaining its three effects: lateral resistance effect, vertical stress dispersion effect, and membrane effect. Zhang et al. [6] explained these aspects in their study. Figure 2 shows the “lateral resistance effect” of geocell reinforcement. The soil above and below the geocell increases the lateral confinement and lower lateral strain.Figure 2
Lateral resistance effect of geocell reinforcement.Figure3 shows the “vertical stress dispersion effect” of geocell reinforcement. Footing load is distributed over a wider area and the soil pressure decreases on the soft subgrade [6].Figure 3
Vertical stress dispersion effect of geocell reinforcement.Figure4 shows the “membrane effect” of geocell reinforcement. The loads deflect the geocell and it causes tension forces. The vertical component of the tension force is upward and it reduces the load and pressure on the subgrade soil [6].Figure 4
Membrane effect of geocell reinforcement.In their study, Zhang et al. [6] determined that “vertical stress dispersion effect” and “membrane effect” are effective on increasing the bearing capacity of subgrade soil while “lateral resistance effect” of geocell reinforcement has no significant effect. In that study, it is also observed that when the settlement is small, “vertical stress dispersion effect” is more effective than “membrane effect” and “membrane effect” is accepted as almost zero.In that study, a different method from Koerner’s method was used to draw bearing capacity increment-settlement (Δ
p
-
s) curves. It was stated that Δ
p
-
s curve from the presented method in that study was more realistic than that from Koerner’s method when the embankment settlement was larger than 5 mm. This is because the influence of tension membrane effect of the reinforcement is not taken into account in Koerner’s method. It was detected that dispersion angle has very significant effects on the calculated Δ
p
-
s curve and geocell size, infill material properties, and geocell tensional strength are effective on dispersion angle [6] although Dash et al. [17] stated that the tensile strength of the grid used to fabricate geocell mattress is not effective on geocell.Dash et al. [17] stated that the footing width is important for pressure-settlement curve and this curve is almost linear up to settlement of half of the footing width. In their study, Moghaddas Tafreshi and Dawson [4] noted that in most of the researches settlement limit criterion is not taken into account and only bearing capacity is considered while dealing with the performance of footing. But settlement is very important in practical design of shallow foundations. The improvement in bearing capacity is estimated to be unreal in some studies [15, 17, 20] because of not considering the acceptable range of settlement. The footing settlement (s) must not be more than 12% of the footing width (B). Using geotextile is very effective on reduction in footing settlement for higher settlements (s
/
B > 6%) [4].


## 3. Material and Method

### 3.1. Method

In this paper, experimental studies were conducted on clayey soil. After sieve analysis, consistency limit experiments and hydrometer analyses, respectively, were done on this material, which was classified according to AASHTO and unified soil classification system. In order to determine optimum water content and dry unit weight of the clay material, also modified proctor experiments were conducted. The experiments that were conducted up to here were done with the aim of determining class and specifications of the soil. In this paper, the experiment model that was mainly wanted to be conducted was plate loading experiment. With this aim, model plate loading experiments were conducted on the mixtures that were prepared from high water content (10% more than optimum water content). In these experiments, the stabilization was done by the way the soil was reinforced with geocell and geotextile without adding anything to the clayey soil and lime was mixed to dry weight of the soil at the rates of 3, 6, and 12% and high water content; in other words, natural water content of the soil was increased 10%.


### 3.2. Materials Used for the Testing

#### 3.2.1. Soil Used as a Subgrade and Sand Used as an Infill Material for Geocell

The sieve analysis of soil samples is shown in Table1.Table 1
Wet sieve analysis.
Sieve analysis
Sieve number
Sieve diameter (mm)
Residue of sieving (gr)
Sieved (gr)
Sieved percent, %
3/8′′
9,53
0
420
100
4
4,76
41,3
378,7
90
10
2
29,6
349,1
83
40
0,42
19,4
329,7
79
100
15,2
314,5
75
200
0,074
12,7
301,8
72
Pan
301,8With the aim of classifying the material, consistency limits are given in Table2. Measurements were made after 3 days’ curing period of lime.Table 2
Liquid limit and plastic limit experiments for natural soil and lime state.
Atterbeg (consistency) limits
Liquid limit
Plastic limit
Plasticity index
Natural
57
27
30
3% lime
54
32
22
6% lime
51
35
16
12% lime
50
39
11As per ASTM D2487 [21], the soil used as a subgrade was classified as clay with high plasticity (Class CH).The sand used as an infill material for geocell in this investigation was dry. It was used as a base layer for unreinforced test section. The effective particle size (D
10) was 1.2 mm, coefficient of uniformity (Cu) was 2.25, specific gravity was 2.64, and coefficient of curvature (Cc) was 1.05. It is classified as poorly graded sand (SP) according to unified soil classification system [21]. The void ratio of the sand was 0.42 and internal friction angle was 37°.


#### 3.2.2. Geosynthetics

The geocell and planar reinforcement used in this study were both made and supplied by the same company. The type of geotextile was nonwoven. The engineering properties of this geotextile, as listed by the manufacturer, are in Table3.Table 3
Technical properties of nonwoven geotextile.
Properties
Values
Unit weight (gr/m2)
500
Thickness (mm)
4
Tensile strength (kN/m)
27–29
Breaking elongation (%)
50–80
Static puncture resistance (N)
5500
Dynamical puncture resistance (mm)
3
Water permeability (m/sn)
0.025
Characteristic aperture size (mm)
0.1The engineering properties of the geocell, as listed by the manufacturer, are in Table4. There were also drainage holes having 10 mm diameter at geocell cell walls.Table 4
Technical properties of geocell.
Properties
Values
Density (gr/cm3)
0.94
Welding size (cm)
40
Cell length (mm)
300
Cell width (mm)
250
Thickness (mm)
2
Cell depth (cm)
20


#### 3.2.3. Lime

The chemical analysis information belonging to the lime used in this study is given in Table5.Table 5
Chemical analysis of the lime (%).
Chemical analysis
%
Ca(OH)2
80–85
Active CaO
60–65
Total CaO + MgO
85–95
MgO
1–3
Density (gr/lt)
375–500


### 3.3. Model Plate Loading Experiment

#### 3.3.1. Experiment Tool

Laboratory model loading tests were conducted to compare the influence of geocell and geotextile reinforcement and lime stabilization on increasing the bearing capacity of clayey soil in a steel box. The overall inner dimensions of the box were 1.2 m length, 1.2 m width, and 1.2 m height as seen in Figure5. Unpaved road test sections were constructed inside the box.Figure 5
Schematic diagram for the set-up of the plate loading test.The pocket size (d) of the geocell is taken as the diameter of an equivalent circular area of the pocket opening. This diameter was 25 cm in this study. Pocket diameter/footing width (d
/
B) is reported by Dash et al. [15] to be around 0.8 times the footing width which is found to be the one that gives maximum performance improvement. Due to this reason, the diameter of circular footing was determined as 30 cm in this experimental tool.The footing was loaded with a hydraulic actuator and the circular footing was 30 cm in diameter and 3 cm thick. 1 cm thick rubber pad was attached to the bottom of the loading plate to ensure full contact and minimize stress concentrations at the edge of the plate. Dash et al. [17] detected that very good improvement in the footing performance can be obtained even with geocell mattress of width equal to the width of the footing and the optimum width of the geocell layer is around 4 times the footing width. Moghaddas Tafreshi and Dawson [4] determined that increasing the reinforcement width more than 4.2 times the footing width for the geocell would not provide much additional improvement in bearing pressure and additional reduction in footing settlement. Sireesh et al. [16] and Dash et al. [15] detected the efficient width of the geocell as 4.9 and 5, respectively. In this experiment, geocell layer was chosen as 4 times the footing width. The peak load was selected to simulate a single wheel load of 40 kN (equivalent to an axle load of 80 kN and a tire contact pressure of 550 kPa).The testing procedures in the experiment are as follows. The subgrade clayey soil was prepared by increasing the optimum water content of the clayey soil by 10% and bringing it to 35% outside the test device. The soil was mixed homogenously and represented a soil whose bearing capacity was low. The soil also stabilized by lime in proportions of 3, 6, and 12% by total weight of dry soil. The test box was filled with this soil at the depth of 75 cm as a subgrade. The subgrade soil was placed in 3 layers with 25 cm thickness for each layer. The placed layers were compacted in lifts inside a box using a vibratory plate compactor. The top of geocell mattress should be at a depth of 0.1 times the footing width from the bottom of the footing to obtain maximum benefit [4, 17]. In this study, the top of geocell mattress was at a depth of 3 cm from the bottom of the footing.After preparing the subgrade, three strain gages were installed on the top of the subgrade. Five pressure cells were installed on the surface of the subgrade at the center and 15 cm and 30 cm away from the center of the loading plate, respectively. A linear variable differential transducer (LVDT) was also placed on the footing model to provide the value of footing settlement during the loading (Figure5).Ten unpaved road test sections were prepared in the test box. Experiments were conducted on one (natural subgrade and unreinforced base), one (natural subgrade and geotextile reinforced base), one (natural subgrade and geocell-reinforced base), one (natural subgrade and geocell + geotextile reinforced base), three (3, 6, and 12% lime stabilized subgrades and unreinforced bases), and three (3, 6, and 12% lime stabilized subgrades and geocell + geotextile reinforced bases) sections, respectively. Reinforced and unreinforced bases were all 23 cm thick. Unreinforced bases consisted of clayey soil. After installation of pressure cells and strain gages, a layer of geotextile was placed on top of the subgrade and the geocells were placed on top of geotextile for reinforced sections. The geocell used in this experiment was 20 cm thick, top of the geocell mattress was at a depth of 3 cm from the bottom of the footing, and the geocell width was 1.18 m as Moghaddas Tafreshi and Dawson [4] and Dash et al. [17] detected the ratios between footing width, geocell height, and geocell width to get optimum test results.


## 3.1. Method

In this paper, experimental studies were conducted on clayey soil. After sieve analysis, consistency limit experiments and hydrometer analyses, respectively, were done on this material, which was classified according to AASHTO and unified soil classification system. In order to determine optimum water content and dry unit weight of the clay material, also modified proctor experiments were conducted. The experiments that were conducted up to here were done with the aim of determining class and specifications of the soil. In this paper, the experiment model that was mainly wanted to be conducted was plate loading experiment. With this aim, model plate loading experiments were conducted on the mixtures that were prepared from high water content (10% more than optimum water content). In these experiments, the stabilization was done by the way the soil was reinforced with geocell and geotextile without adding anything to the clayey soil and lime was mixed to dry weight of the soil at the rates of 3, 6, and 12% and high water content; in other words, natural water content of the soil was increased 10%.


## 3.2. Materials Used for the Testing

### 3.2.1. Soil Used as a Subgrade and Sand Used as an Infill Material for Geocell

The sieve analysis of soil samples is shown in Table1.Table 1
Wet sieve analysis.
Sieve analysis
Sieve number
Sieve diameter (mm)
Residue of sieving (gr)
Sieved (gr)
Sieved percent, %
3/8′′
9,53
0
420
100
4
4,76
41,3
378,7
90
10
2
29,6
349,1
83
40
0,42
19,4
329,7
79
100
15,2
314,5
75
200
0,074
12,7
301,8
72
Pan
301,8With the aim of classifying the material, consistency limits are given in Table2. Measurements were made after 3 days’ curing period of lime.Table 2
Liquid limit and plastic limit experiments for natural soil and lime state.
Atterbeg (consistency) limits
Liquid limit
Plastic limit
Plasticity index
Natural
57
27
30
3% lime
54
32
22
6% lime
51
35
16
12% lime
50
39
11As per ASTM D2487 [21], the soil used as a subgrade was classified as clay with high plasticity (Class CH).The sand used as an infill material for geocell in this investigation was dry. It was used as a base layer for unreinforced test section. The effective particle size (D
10) was 1.2 mm, coefficient of uniformity (Cu) was 2.25, specific gravity was 2.64, and coefficient of curvature (Cc) was 1.05. It is classified as poorly graded sand (SP) according to unified soil classification system [21]. The void ratio of the sand was 0.42 and internal friction angle was 37°.


### 3.2.2. Geosynthetics

The geocell and planar reinforcement used in this study were both made and supplied by the same company. The type of geotextile was nonwoven. The engineering properties of this geotextile, as listed by the manufacturer, are in Table3.Table 3
Technical properties of nonwoven geotextile.
Properties
Values
Unit weight (gr/m2)
500
Thickness (mm)
4
Tensile strength (kN/m)
27–29
Breaking elongation (%)
50–80
Static puncture resistance (N)
5500
Dynamical puncture resistance (mm)
3
Water permeability (m/sn)
0.025
Characteristic aperture size (mm)
0.1The engineering properties of the geocell, as listed by the manufacturer, are in Table4. There were also drainage holes having 10 mm diameter at geocell cell walls.Table 4
Technical properties of geocell.
Properties
Values
Density (gr/cm3)
0.94
Welding size (cm)
40
Cell length (mm)
300
Cell width (mm)
250
Thickness (mm)
2
Cell depth (cm)
20


### 3.2.3. Lime

The chemical analysis information belonging to the lime used in this study is given in Table5.Table 5
Chemical analysis of the lime (%).
Chemical analysis
%
Ca(OH)2
80–85
Active CaO
60–65
Total CaO + MgO
85–95
MgO
1–3
Density (gr/lt)
375–500


## 3.2.1. Soil Used as a Subgrade and Sand Used as an Infill Material for Geocell

The sieve analysis of soil samples is shown in Table1.Table 1
Wet sieve analysis.
Sieve analysis
Sieve number
Sieve diameter (mm)
Residue of sieving (gr)
Sieved (gr)
Sieved percent, %
3/8′′
9,53
0
420
100
4
4,76
41,3
378,7
90
10
2
29,6
349,1
83
40
0,42
19,4
329,7
79
100
15,2
314,5
75
200
0,074
12,7
301,8
72
Pan
301,8With the aim of classifying the material, consistency limits are given in Table2. Measurements were made after 3 days’ curing period of lime.Table 2
Liquid limit and plastic limit experiments for natural soil and lime state.
Atterbeg (consistency) limits
Liquid limit
Plastic limit
Plasticity index
Natural
57
27
30
3% lime
54
32
22
6% lime
51
35
16
12% lime
50
39
11As per ASTM D2487 [21], the soil used as a subgrade was classified as clay with high plasticity (Class CH).The sand used as an infill material for geocell in this investigation was dry. It was used as a base layer for unreinforced test section. The effective particle size (D
10) was 1.2 mm, coefficient of uniformity (Cu) was 2.25, specific gravity was 2.64, and coefficient of curvature (Cc) was 1.05. It is classified as poorly graded sand (SP) according to unified soil classification system [21]. The void ratio of the sand was 0.42 and internal friction angle was 37°.


## 3.2.2. Geosynthetics

The geocell and planar reinforcement used in this study were both made and supplied by the same company. The type of geotextile was nonwoven. The engineering properties of this geotextile, as listed by the manufacturer, are in Table3.Table 3
Technical properties of nonwoven geotextile.
Properties
Values
Unit weight (gr/m2)
500
Thickness (mm)
4
Tensile strength (kN/m)
27–29
Breaking elongation (%)
50–80
Static puncture resistance (N)
5500
Dynamical puncture resistance (mm)
3
Water permeability (m/sn)
0.025
Characteristic aperture size (mm)
0.1The engineering properties of the geocell, as listed by the manufacturer, are in Table4. There were also drainage holes having 10 mm diameter at geocell cell walls.Table 4
Technical properties of geocell.
Properties
Values
Density (gr/cm3)
0.94
Welding size (cm)
40
Cell length (mm)
300
Cell width (mm)
250
Thickness (mm)
2
Cell depth (cm)
20


## 3.2.3. Lime

The chemical analysis information belonging to the lime used in this study is given in Table5.Table 5
Chemical analysis of the lime (%).
Chemical analysis
%
Ca(OH)2
80–85
Active CaO
60–65
Total CaO + MgO
85–95
MgO
1–3
Density (gr/lt)
375–500


## 3.3. Model Plate Loading Experiment

### 3.3.1. Experiment Tool

Laboratory model loading tests were conducted to compare the influence of geocell and geotextile reinforcement and lime stabilization on increasing the bearing capacity of clayey soil in a steel box. The overall inner dimensions of the box were 1.2 m length, 1.2 m width, and 1.2 m height as seen in Figure5. Unpaved road test sections were constructed inside the box.Figure 5
Schematic diagram for the set-up of the plate loading test.The pocket size (d) of the geocell is taken as the diameter of an equivalent circular area of the pocket opening. This diameter was 25 cm in this study. Pocket diameter/footing width (d
/
B) is reported by Dash et al. [15] to be around 0.8 times the footing width which is found to be the one that gives maximum performance improvement. Due to this reason, the diameter of circular footing was determined as 30 cm in this experimental tool.The footing was loaded with a hydraulic actuator and the circular footing was 30 cm in diameter and 3 cm thick. 1 cm thick rubber pad was attached to the bottom of the loading plate to ensure full contact and minimize stress concentrations at the edge of the plate. Dash et al. [17] detected that very good improvement in the footing performance can be obtained even with geocell mattress of width equal to the width of the footing and the optimum width of the geocell layer is around 4 times the footing width. Moghaddas Tafreshi and Dawson [4] determined that increasing the reinforcement width more than 4.2 times the footing width for the geocell would not provide much additional improvement in bearing pressure and additional reduction in footing settlement. Sireesh et al. [16] and Dash et al. [15] detected the efficient width of the geocell as 4.9 and 5, respectively. In this experiment, geocell layer was chosen as 4 times the footing width. The peak load was selected to simulate a single wheel load of 40 kN (equivalent to an axle load of 80 kN and a tire contact pressure of 550 kPa).The testing procedures in the experiment are as follows. The subgrade clayey soil was prepared by increasing the optimum water content of the clayey soil by 10% and bringing it to 35% outside the test device. The soil was mixed homogenously and represented a soil whose bearing capacity was low. The soil also stabilized by lime in proportions of 3, 6, and 12% by total weight of dry soil. The test box was filled with this soil at the depth of 75 cm as a subgrade. The subgrade soil was placed in 3 layers with 25 cm thickness for each layer. The placed layers were compacted in lifts inside a box using a vibratory plate compactor. The top of geocell mattress should be at a depth of 0.1 times the footing width from the bottom of the footing to obtain maximum benefit [4, 17]. In this study, the top of geocell mattress was at a depth of 3 cm from the bottom of the footing.After preparing the subgrade, three strain gages were installed on the top of the subgrade. Five pressure cells were installed on the surface of the subgrade at the center and 15 cm and 30 cm away from the center of the loading plate, respectively. A linear variable differential transducer (LVDT) was also placed on the footing model to provide the value of footing settlement during the loading (Figure5).Ten unpaved road test sections were prepared in the test box. Experiments were conducted on one (natural subgrade and unreinforced base), one (natural subgrade and geotextile reinforced base), one (natural subgrade and geocell-reinforced base), one (natural subgrade and geocell + geotextile reinforced base), three (3, 6, and 12% lime stabilized subgrades and unreinforced bases), and three (3, 6, and 12% lime stabilized subgrades and geocell + geotextile reinforced bases) sections, respectively. Reinforced and unreinforced bases were all 23 cm thick. Unreinforced bases consisted of clayey soil. After installation of pressure cells and strain gages, a layer of geotextile was placed on top of the subgrade and the geocells were placed on top of geotextile for reinforced sections. The geocell used in this experiment was 20 cm thick, top of the geocell mattress was at a depth of 3 cm from the bottom of the footing, and the geocell width was 1.18 m as Moghaddas Tafreshi and Dawson [4] and Dash et al. [17] detected the ratios between footing width, geocell height, and geocell width to get optimum test results.


## 3.3.1. Experiment Tool

Laboratory model loading tests were conducted to compare the influence of geocell and geotextile reinforcement and lime stabilization on increasing the bearing capacity of clayey soil in a steel box. The overall inner dimensions of the box were 1.2 m length, 1.2 m width, and 1.2 m height as seen in Figure5. Unpaved road test sections were constructed inside the box.Figure 5
Schematic diagram for the set-up of the plate loading test.The pocket size (d) of the geocell is taken as the diameter of an equivalent circular area of the pocket opening. This diameter was 25 cm in this study. Pocket diameter/footing width (d
/
B) is reported by Dash et al. [15] to be around 0.8 times the footing width which is found to be the one that gives maximum performance improvement. Due to this reason, the diameter of circular footing was determined as 30 cm in this experimental tool.The footing was loaded with a hydraulic actuator and the circular footing was 30 cm in diameter and 3 cm thick. 1 cm thick rubber pad was attached to the bottom of the loading plate to ensure full contact and minimize stress concentrations at the edge of the plate. Dash et al. [17] detected that very good improvement in the footing performance can be obtained even with geocell mattress of width equal to the width of the footing and the optimum width of the geocell layer is around 4 times the footing width. Moghaddas Tafreshi and Dawson [4] determined that increasing the reinforcement width more than 4.2 times the footing width for the geocell would not provide much additional improvement in bearing pressure and additional reduction in footing settlement. Sireesh et al. [16] and Dash et al. [15] detected the efficient width of the geocell as 4.9 and 5, respectively. In this experiment, geocell layer was chosen as 4 times the footing width. The peak load was selected to simulate a single wheel load of 40 kN (equivalent to an axle load of 80 kN and a tire contact pressure of 550 kPa).The testing procedures in the experiment are as follows. The subgrade clayey soil was prepared by increasing the optimum water content of the clayey soil by 10% and bringing it to 35% outside the test device. The soil was mixed homogenously and represented a soil whose bearing capacity was low. The soil also stabilized by lime in proportions of 3, 6, and 12% by total weight of dry soil. The test box was filled with this soil at the depth of 75 cm as a subgrade. The subgrade soil was placed in 3 layers with 25 cm thickness for each layer. The placed layers were compacted in lifts inside a box using a vibratory plate compactor. The top of geocell mattress should be at a depth of 0.1 times the footing width from the bottom of the footing to obtain maximum benefit [4, 17]. In this study, the top of geocell mattress was at a depth of 3 cm from the bottom of the footing.After preparing the subgrade, three strain gages were installed on the top of the subgrade. Five pressure cells were installed on the surface of the subgrade at the center and 15 cm and 30 cm away from the center of the loading plate, respectively. A linear variable differential transducer (LVDT) was also placed on the footing model to provide the value of footing settlement during the loading (Figure5).Ten unpaved road test sections were prepared in the test box. Experiments were conducted on one (natural subgrade and unreinforced base), one (natural subgrade and geotextile reinforced base), one (natural subgrade and geocell-reinforced base), one (natural subgrade and geocell + geotextile reinforced base), three (3, 6, and 12% lime stabilized subgrades and unreinforced bases), and three (3, 6, and 12% lime stabilized subgrades and geocell + geotextile reinforced bases) sections, respectively. Reinforced and unreinforced bases were all 23 cm thick. Unreinforced bases consisted of clayey soil. After installation of pressure cells and strain gages, a layer of geotextile was placed on top of the subgrade and the geocells were placed on top of geotextile for reinforced sections. The geocell used in this experiment was 20 cm thick, top of the geocell mattress was at a depth of 3 cm from the bottom of the footing, and the geocell width was 1.18 m as Moghaddas Tafreshi and Dawson [4] and Dash et al. [17] detected the ratios between footing width, geocell height, and geocell width to get optimum test results.


## 4. Results and Discussion

### 4.1. Load-Deformation Findings and Review

Comparison between the improvement of clayey unpaved road subgrade with geosynthetics and lime stabilization was made in the laboratory. Ten different alternatives for road sections were examined in this study. The loading-settlement relation at different states is in Figure6. While the maximum settlement in natural state at 550 kPa pressure was 45 mm, this settlement was decreased to 41 mm when soil was stabilized with 3% lime, 36 mm when soil was reinforced with geotextile, 35 mm when soil was stabilized with 6% lime, 29 mm when soil was stabilized with 12% lime, 24 mm when soil was reinforced with geocell, 16 mm when soil was reinforced with geosynthetics (geocell + geotextile), 13 mm when soil was reinforced with geosynthetics (geocell + geotextile) and subgrade was stabilized with 3% lime, 11 mm when soil was reinforced with geosynthetics (geocell + geotextile) and subgrade was stabilized with 6% lime, and 8 mm when soil was reinforced with geosynthetics (geocell + geotextile) and subgrade was stabilized with 12% lime. It was observed that the effects of geotextile (placed 23 cm under the top surface of the soil) and lime stabilization of soil with 6% lime were similar to each other. The settlement at geotextile reinforcement state was 1.5 times the geocell reinforcement state and 2.1 times the geosynthetics reinforcement under 550 kPa loading. The settlement at natural state was 6 times the settlement at geosynthetics + 12% lime state under the same loading. The authors in [4] stated that the value of footing settlement that equals 12% of footing width is considered absolute upper limit. It was observed that four states (natural, 3% lime, geotextile, and 6% lime) among ten states examined in this study did not meet the requirements of settlement.Figure 6
Loading-settlement curve.


### 4.2. Modulus of Subgrade Reaction

The most popular model in determining the modulus of subgrade reaction (k) is Winkler model. In this model, the subgrade soil is assumed to behave like infinite number of linear elastic springs such that the stiffness of the spring is named as the modulus of subgrade reaction. The direct method to estimate the modulus of subgrade reaction is plate load test that is done with 30–100 cm diameter circular plate or equivalent rectangular plate.Modulus of subgrade reaction values was calculated with the help of Figure6 by determining the inclinations of loading-settlement curves. These values are listed in Table 6.Table 6
Modulus of subgrade reaction.
States
Modulus of subgrade reaction (k) (kN/m3)
Natural
6.765
3% lime
9.677
6% lime
12.000
Geotextile
12.608
12% lime
15.000
Geocell
18.330
Geosynthetics
26.000
Geosynthetics + 3% lime
42.000
Geosynthetics + 6% lime
48.300
Geosynthetics + 12% lime
70.000As seen in Table6, “k” value was 6765 kN/m3 for natural state of the soil which had 35% water content and this value was 70.000 kN/m3 for soils reinforced with geocell + geotextile and 12% lime stabilized. According to Highways Technical Specifications in Turkey, this value is to be no less than 55.000 kN/m3 and “geosynthetics + 12% lime” was the only state that met the requirement of Highway Technical Specifications. It was seen that lime stabilization or reinforcement with geosynthetics solely did not meet the requirement of modulus of subgrade reaction in this study. The only acceptable situation was making geosynthetics reinforcement after stabilizing soil with 12% lime. Although Dash and Hussain [2] determined that, for expansive soil dominant samples, the optimum lime content was 9%, in this study 12% lime content was the better proportion among 3, 6, and 12% lime treatments. In Figure 7, the relation between the modulus of subgrade reaction and ratio of lime used to stabilize the soil is seen. In Figure 8, the relation between the modulus of subgrade reaction and geosynthetics reinforcement with lime content in the soil is seen.Figure 7
Modulus of subgrade reaction with respect to lime content in the soil.Figure 8
Modulus of subgrade reaction with respect to geosynthetics (geocell + geotextile) reinforcement with lime content in the soil.


### 4.3. Vertical Stress

Vertical stresses occurring on the subgrade soil were measured by the help of pressure cells used in the experiment. These values were measured at 23 cm lower than the bottom of the loading plate and they are seen in Figure9. It is detected that geosynthetics reinforcement is more effective than 12% lime stabilization. 12% lime stabilization + geosynthetics reinforcement is much more effective than the other states. The stress value, 23 cm lower and at the center of the plate, of natural soil is about 2.5 times the stress value obtained at 12% lime stabilization + geosynthetics reinforcement.Figure 9
The vertical stress values on subgrade.


## 4.1. Load-Deformation Findings and Review

Comparison between the improvement of clayey unpaved road subgrade with geosynthetics and lime stabilization was made in the laboratory. Ten different alternatives for road sections were examined in this study. The loading-settlement relation at different states is in Figure6. While the maximum settlement in natural state at 550 kPa pressure was 45 mm, this settlement was decreased to 41 mm when soil was stabilized with 3% lime, 36 mm when soil was reinforced with geotextile, 35 mm when soil was stabilized with 6% lime, 29 mm when soil was stabilized with 12% lime, 24 mm when soil was reinforced with geocell, 16 mm when soil was reinforced with geosynthetics (geocell + geotextile), 13 mm when soil was reinforced with geosynthetics (geocell + geotextile) and subgrade was stabilized with 3% lime, 11 mm when soil was reinforced with geosynthetics (geocell + geotextile) and subgrade was stabilized with 6% lime, and 8 mm when soil was reinforced with geosynthetics (geocell + geotextile) and subgrade was stabilized with 12% lime. It was observed that the effects of geotextile (placed 23 cm under the top surface of the soil) and lime stabilization of soil with 6% lime were similar to each other. The settlement at geotextile reinforcement state was 1.5 times the geocell reinforcement state and 2.1 times the geosynthetics reinforcement under 550 kPa loading. The settlement at natural state was 6 times the settlement at geosynthetics + 12% lime state under the same loading. The authors in [4] stated that the value of footing settlement that equals 12% of footing width is considered absolute upper limit. It was observed that four states (natural, 3% lime, geotextile, and 6% lime) among ten states examined in this study did not meet the requirements of settlement.Figure 6
Loading-settlement curve.


## 4.2. Modulus of Subgrade Reaction

The most popular model in determining the modulus of subgrade reaction (k) is Winkler model. In this model, the subgrade soil is assumed to behave like infinite number of linear elastic springs such that the stiffness of the spring is named as the modulus of subgrade reaction. The direct method to estimate the modulus of subgrade reaction is plate load test that is done with 30–100 cm diameter circular plate or equivalent rectangular plate.Modulus of subgrade reaction values was calculated with the help of Figure6 by determining the inclinations of loading-settlement curves. These values are listed in Table 6.Table 6
Modulus of subgrade reaction.
States
Modulus of subgrade reaction (k) (kN/m3)
Natural
6.765
3% lime
9.677
6% lime
12.000
Geotextile
12.608
12% lime
15.000
Geocell
18.330
Geosynthetics
26.000
Geosynthetics + 3% lime
42.000
Geosynthetics + 6% lime
48.300
Geosynthetics + 12% lime
70.000As seen in Table6, “k” value was 6765 kN/m3 for natural state of the soil which had 35% water content and this value was 70.000 kN/m3 for soils reinforced with geocell + geotextile and 12% lime stabilized. According to Highways Technical Specifications in Turkey, this value is to be no less than 55.000 kN/m3 and “geosynthetics + 12% lime” was the only state that met the requirement of Highway Technical Specifications. It was seen that lime stabilization or reinforcement with geosynthetics solely did not meet the requirement of modulus of subgrade reaction in this study. The only acceptable situation was making geosynthetics reinforcement after stabilizing soil with 12% lime. Although Dash and Hussain [2] determined that, for expansive soil dominant samples, the optimum lime content was 9%, in this study 12% lime content was the better proportion among 3, 6, and 12% lime treatments. In Figure 7, the relation between the modulus of subgrade reaction and ratio of lime used to stabilize the soil is seen. In Figure 8, the relation between the modulus of subgrade reaction and geosynthetics reinforcement with lime content in the soil is seen.Figure 7
Modulus of subgrade reaction with respect to lime content in the soil.Figure 8
Modulus of subgrade reaction with respect to geosynthetics (geocell + geotextile) reinforcement with lime content in the soil.


## 4.3. Vertical Stress

Vertical stresses occurring on the subgrade soil were measured by the help of pressure cells used in the experiment. These values were measured at 23 cm lower than the bottom of the loading plate and they are seen in Figure9. It is detected that geosynthetics reinforcement is more effective than 12% lime stabilization. 12% lime stabilization + geosynthetics reinforcement is much more effective than the other states. The stress value, 23 cm lower and at the center of the plate, of natural soil is about 2.5 times the stress value obtained at 12% lime stabilization + geosynthetics reinforcement.Figure 9
The vertical stress values on subgrade.


## 5. Conclusion

In this paper, the effects of lime stabilization, geotextile reinforcement, geocell reinforcement, geosynthetics (geocell + geotextile) reinforcement, and lime stabilization + geosynthetics reinforcement were researched for unpaved road which has clayey subgrade with high water content. Model plate loading experiments were done in the laboratory for this purpose. Comparisons of these soil improvement methods were made. These comparisons have not been made before in the literature for ten different states examined in this study. This study is important to detect the optimum soil improvement method among lime stabilization, geocell, and geotextile reinforcement for unpaved roads with clayey subgrade which has high water content. Plate loading test was made by considering optimum dimensions obtained from other studies.As a result of plate loading test, lime stabilization achieves decrease in soil settlement. 12% lime stabilization gave better results among 3, 6, and 12% lime treatments for reduction of settlements. Although lime stabilization or geotextile reinforcement decreases settlements, natural clayey soil with high water content (10% more than optimum content), 3 and 6% lime stabilization, and geotextile reinforcement did not meet the settlement requirement which must be at most 12% of the width of footing. 12% lime stabilization, geocell reinforcement, geosynthetics reinforcement, and geosynthetics reinforcement + lime stabilization gave the sufficient values for settlement among ten states in this study. Geosynthetics reinforcement + 12% lime stabilization was the best treatment to get lowest settlement and it was 5.6 times the settlement at natural state under 550 kPa loading pressure. The stress value measured at 23 cm lower than the bottom of the loading plate for natural state was 2.5 times the stress value obtained at 12% lime stabilization + geosynthetics reinforcement.Lime stabilization and geosynthetics reinforcements all increased the modulus of subgrade reaction (k). But when the natural clayey soil, which has 35% water content by increasing the optimum water content of the clayey soil by 10%, has “k” value of 6765 kN/m3, only one state (geosynthetics + 12% lime stabilization) among 10 states applied to improve the soil in this experiment met the Highways Technical Specifications with a value of 70.000 kN/m3.When clayey soil with high plasticity (Class CH), with 10% more water content than optimum water content, is used as an unpaved road base, it does not meet the bearing capacity and modulus of subgrade reaction requirements. Lime stabilization or geosynthetics reinforcements are not enough on their own for this purpose. It is recommended to stabilize the soil with 12% lime content and then reinforce it with geotextile and geocell to improve these types of soils to be used for unpaved roads.



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*Source: 7129356-2016-08-25.xml*