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NUMERICAL MODELLING OF SOIL

REINFORCEMENT USING GEOGRIDS

Conference Paper · February 2016

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A. B. Salahudeen

Ahmadu Bello University

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Proceedings of the Fourth International Conference on Engineering

and Technology Research February 23 - 25, 2016 ISBN: 978-2902-58-6 Volume 4

NUMERICAL MODELLING OF SOIL REINFORCEMENT USING GEOGRIDS

Salahudeen, A. B.* and Sadeeq, J. A.**

*Samaru College of Agriculture, Division of Agricultural Colleges, Ahmadu Bello University, Zaria, Nigeria

**Department of Civil Engineering, Ahmadu Bello University, Zaria, Nigeria

Corresponding Author: [email protected]

Abstract

This study investigated the use of geosynthetics for ground improvement based on numerical analysis using PLAXIS

software. Owing to the low shear strength and excessive settlement of soft soils, geosynthetics materials were used to

reinforce the soft soil taking advantage of their good tensile and compressive strengths. Geosynthetics were applied in

varying locations where shear stresses are expected to be generated. The reinforced mechanism of geosynthetics wasanalysed based on modelling outputs and results. Output results from the PLAXIS software showed a significant

decrease in displacement after reinforcing the soil with geosynthetic materials. The total displacement in the

unreinforced slope is 569.00 mm which reduced to 65.80 mm when reinforced with geogrids. This reduction is over 800 %

of the original total settlement. The shear strains increased from 9.71 x 10-3

% for the unreinforced slope embankment to

29.13 x 10-3

% when the slope was reinforced. Based on the results of this study, it was concluded that geosynthetics

could be used as soil reinforcement materials to improve the shear strength of the soil and reduce its settlement

potential significantly.

KEYWORDS: Geosynthetics, Soil reinforcement, Shear strength, Settlement, Numerical modelling

Introduction

Soil is aweak structural material in tension. Reinforced

soil is a generic term that is applied to structures or

systems constructed by placing reinforcing elements

(e.g., steel strips, plastic grids, or geotextile sheets) in

soil to provide improved tensile resistance. Reinforced

soil structures are very cost-effective due to readily

availability of the reinforcements which explains why

the concept has emerged as one of the most exciting

and innovative civil engineering technologies in recent

times (Christopher et al., 1990). Reinforced soil walls

and slopes are cost-effective soil retaining structures

which can tolerate much larger settlements thanreinforced concrete walls. By placing tensile

reinforcing elements (inclusions) in the soil, the

strength of the soil can be improved significantly such

that the vertical face of the soil/ reinforcement system

is essentially self supporting. Use of a facing system to

prevent soil raveling between the reinforcing elements

allows very steep slopes and vertical walls to be safely

constructed. In some cases, the inclusions can also

withstand bending or shear stresses providing

additional stability to the system (Christopher et al .,

1990).

Geosynthetics has been defined by Holtz (2001) as a

planar product manufactured from a polymeric

material used with soil, rock, earth, or othergeotechnical-related material as an integral part of a

civil engineering project, structure, or system. Most

common types of geosynthetic include; geotextiles,

geomembranes, geogrids, geocomposites, geofoams,

geocells and geotubes. Geosynthetics have been

increasingly used in geotechnical and environmental

engineering for the last four decades (Palmeira et al .,

2008). Over the years, these products have helped

designers and contractors to solve several types of

engineering problems where the use of conventional

construction materials would be restricted or

considerably more expensive. There is a significant

number of geosynthetic types and geosynthetic

applications in geotechnical and environmental

engineering. This study examined the advances on the

use of these materials in slope embankment

reinforcement only. A convenient classification system

for geosynthetics is shown in Plate1.A numerical model

is a mathematical simulation of a real physical process.

There are generally two types of analysis that are used

in industry: 2-D modelling, and 3-D modelling. While 2-

D modelling conserves simplicity and allows the

analysis to be run on a relatively normal computer, it

tends to yield less accurate results. 3-D modelling,

however, produces more accurate results while

mailto:[email protected]:[email protected]://www.researchgate.net/publication/228631055_Advances_in_Geosynthetics_Materials_and_Applications_for_Soil_Reinforcement_and_Environmental_Protection_Works?el=1_x_8&enrichId=rgreq-db137698-c3b0-4da1-9aca-e1eb952eae0f&enrichSource=Y292ZXJQYWdlOzI5NjQ1NTU2OTtBUzozMzQ3ODg3ODg1Mzk0MDFAMTQ1NjgzMTI3NTgwNw==https://www.researchgate.net/publication/228631055_Advances_in_Geosynthetics_Materials_and_Applications_for_Soil_Reinforcement_and_Environmental_Protection_Works?el=1_x_8&enrichId=rgreq-db137698-c3b0-4da1-9aca-e1eb952eae0f&enrichSource=Y292ZXJQYWdlOzI5NjQ1NTU2OTtBUzozMzQ3ODg3ODg1Mzk0MDFAMTQ1NjgzMTI3NTgwNw==https://www.researchgate.net/publication/228631055_Advances_in_Geosynthetics_Materials_and_Applications_for_Soil_Reinforcement_and_Environmental_Protection_Works?el=1_x_8&enrichId=rgreq-db137698-c3b0-4da1-9aca-e1eb952eae0f&enrichSource=Y292ZXJQYWdlOzI5NjQ1NTU2OTtBUzozMzQ3ODg3ODg1Mzk0MDFAMTQ1NjgzMTI3NTgwNw==https://www.researchgate.net/publication/228631055_Advances_in_Geosynthetics_Materials_and_Applications_for_Soil_Reinforcement_and_Environmental_Protection_Works?el=1_x_8&enrichId=rgreq-db137698-c3b0-4da1-9aca-e1eb952eae0f&enrichSource=Y292ZXJQYWdlOzI5NjQ1NTU2OTtBUzozMzQ3ODg3ODg1Mzk0MDFAMTQ1NjgzMTI3NTgwNw==https://www.researchgate.net/publication/228631055_Advances_in_Geosynthetics_Materials_and_Applications_for_Soil_Reinforcement_and_Environmental_Protection_Works?el=1_x_8&enrichId=rgreq-db137698-c3b0-4da1-9aca-e1eb952eae0f&enrichSource=Y292ZXJQYWdlOzI5NjQ1NTU2OTtBUzozMzQ3ODg3ODg1Mzk0MDFAMTQ1NjgzMTI3NTgwNw==https://www.researchgate.net/publication/228631055_Advances_in_Geosynthetics_Materials_and_Applications_for_Soil_Reinforcement_and_Environmental_Protection_Works?el=1_x_8&enrichId=rgreq-db137698-c3b0-4da1-9aca-e1eb952eae0f&enrichSource=Y292ZXJQYWdlOzI5NjQ1NTU2OTtBUzozMzQ3ODg3ODg1Mzk0MDFAMTQ1NjgzMTI3NTgwNw==mailto:[email protected]


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sacrificing the ability to run on all but the fastest

computers effectively. Within each of these modelling

schemes, the programmer can insert numerous

algorithms (functions) which may make the system

behave linearly or non-linearly. Linear systems are far

less complex and generally do not take into account

plastic deformation. Non-linear systems do account for

plastic deformation, and many also are capable oftesting a material all the way to fracture (Widas, 1997).

Small-scale model footing tests produce higher values

for the bearing capacities than those of theoretical

equations and therefore they should not be used for

the design of full-scale footings without a reduction

(Cerato and Lutenegger, 2007; Dewaiker and

Mohapatro, 2003). The difference in performance

between the actual large and/or full scaled soil footings

and the model footing tests should be considered. The

relationship between the tests with small and large-

scaled footing is known as the “scale effect” in

geotechnical engineering. Siddiquee et al. (1999)

reported that the scale effect is the variation in the

bearing capacity characteristics with the variation in

the footing size.

High performance parallel computing is gradually

becoming a main-stream tool in geotechnical

simulations (e.g., Bielak et al. 2000; Yang 2002; Lu et al.

2004; Peng et al. 2004; Lu 2006). The need for high

fidelity and for modelling of large three-dimensional

(3D) spatial configurations is motivating this direction

of research (Lu et al. 2013). Finite element method

(FEM) consists of a computer model of a material or

design that is stressed and analyzed for specific results.

It is used in new product design, and existing product

refinement (Widas 1997). According to Barbour and

Krahn (2004), the role of modelling within geotechnical

engineering practice was clearly illustrated by

Professor John Burland from Imperial College, London

in his 1987 Nash Lecture, entitled “The Teaching of Soil

Mechanics – a Personal View” (Burland 1987).

Plate1: Types of geosynthetic materials

Materials and MethodsMaterials

Embankment fill parameters: An embankment usually

refers to an earthen structure that is used to raise the

elevation of the surrounding area. For these studies,

embankment is done on a slope to strengthen the

critical point at several places. Embankments are

typically built by compacting earthen materials in

place, so the compaction properties of the soil are very

important for stability and performance. The

compressibility and shear strength are also important

measures for the compacted material. The

embankment fill was assumed to be a purely frictional

granular soil with a friction angle, ϕ is 30°, dilatancy

https://www.researchgate.net/publication/289660276_Scale_effects_of_shallow_foundation_bearing_capacity_on_granular_material?el=1_x_8&enrichId=rgreq-db137698-c3b0-4da1-9aca-e1eb952eae0f&enrichSource=Y292ZXJQYWdlOzI5NjQ1NTU2OTtBUzozMzQ3ODg3ODg1Mzk0MDFAMTQ1NjgzMTI3NTgwNw==https://www.researchgate.net/publication/240504377_Computation_of_Bearing_Capacity_Factor_Ng-Terzaghi's_Mechanism?el=1_x_8&enrichId=rgreq-db137698-c3b0-4da1-9aca-e1eb952eae0f&enrichSource=Y292ZXJQYWdlOzI5NjQ1NTU2OTtBUzozMzQ3ODg3ODg1Mzk0MDFAMTQ1NjgzMTI3NTgwNw==https://www.researchgate.net/publication/275840446_Numerical_Simulation_of_Bearing_Capacity_Characteristics_of_Strip_Footing_on_Sand?el=1_x_8&enrichId=rgreq-db137698-c3b0-4da1-9aca-e1eb952eae0f&enrichSource=Y292ZXJQYWdlOzI5NjQ1NTU2OTtBUzozMzQ3ODg3ODg1Mzk0MDFAMTQ1NjgzMTI3NTgwNw==https://www.researchgate.net/publication/2268373_One-_Vs_Two-_Or_Three-Dimensional_Effects_In_Sedimentary_Valleys?el=1_x_8&enrichId=rgreq-db137698-c3b0-4da1-9aca-e1eb952eae0f&enrichSource=Y292ZXJQYWdlOzI5NjQ1NTU2OTtBUzozMzQ3ODg3ODg1Mzk0MDFAMTQ1NjgzMTI3NTgwNw==https://www.researchgate.net/publication/227513588_ParCYCLIC_Finite_element_modeling_of_earthquake_liquefaction_response_on_parallel_computers?el=1_x_8&enrichId=rgreq-db137698-c3b0-4da1-9aca-e1eb952eae0f&enrichSource=Y292ZXJQYWdlOzI5NjQ1NTU2OTtBUzozMzQ3ODg3ODg1Mzk0MDFAMTQ1NjgzMTI3NTgwNw==https://www.researchgate.net/publication/227513588_ParCYCLIC_Finite_element_modeling_of_earthquake_liquefaction_response_on_parallel_computers?el=1_x_8&enrichId=rgreq-db137698-c3b0-4da1-9aca-e1eb952eae0f&enrichSource=Y292ZXJQYWdlOzI5NjQ1NTU2OTtBUzozMzQ3ODg3ODg1Mzk0MDFAMTQ1NjgzMTI3NTgwNw==https://www.researchgate.net/publication/227513588_ParCYCLIC_Finite_element_modeling_of_earthquake_liquefaction_response_on_parallel_computers?el=1_x_8&enrichId=rgreq-db137698-c3b0-4da1-9aca-e1eb952eae0f&enrichSource=Y292ZXJQYWdlOzI5NjQ1NTU2OTtBUzozMzQ3ODg3ODg1Mzk0MDFAMTQ1NjgzMTI3NTgwNw==https://www.researchgate.net/publication/273978671_The_teaching_of_soil_mechanics_a_personal_view?el=1_x_8&enrichId=rgreq-db137698-c3b0-4da1-9aca-e1eb952eae0f&enrichSource=Y292ZXJQYWdlOzI5NjQ1NTU2OTtBUzozMzQ3ODg3ODg1Mzk0MDFAMTQ1NjgzMTI3NTgwNw==https://www.researchgate.net/publication/227513588_ParCYCLIC_Finite_element_modeling_of_earthquake_liquefaction_response_on_parallel_computers?el=1_x_8&enrichId=rgreq-db137698-c3b0-4da1-9aca-e1eb952eae0f&enrichSource=Y292ZXJQYWdlOzI5NjQ1NTU2OTtBUzozMzQ3ODg3ODg1Mzk0MDFAMTQ1NjgzMTI3NTgwNw==https://www.researchgate.net/publication/227513588_ParCYCLIC_Finite_element_modeling_of_earthquake_liquefaction_response_on_parallel_computers?el=1_x_8&enrichId=rgreq-db137698-c3b0-4da1-9aca-e1eb952eae0f&enrichSource=Y292ZXJQYWdlOzI5NjQ1NTU2OTtBUzozMzQ3ODg3ODg1Mzk0MDFAMTQ1NjgzMTI3NTgwNw==https://www.researchgate.net/publication/227513588_ParCYCLIC_Finite_element_modeling_of_earthquake_liquefaction_response_on_parallel_computers?el=1_x_8&enrichId=rgreq-db137698-c3b0-4da1-9aca-e1eb952eae0f&enrichSource=Y292ZXJQYWdlOzI5NjQ1NTU2OTtBUzozMzQ3ODg3ODg1Mzk0MDFAMTQ1NjgzMTI3NTgwNw==https://www.researchgate.net/publication/275840446_Numerical_Simulation_of_Bearing_Capacity_Characteristics_of_Strip_Footing_on_Sand?el=1_x_8&enrichId=rgreq-db137698-c3b0-4da1-9aca-e1eb952eae0f&enrichSource=Y292ZXJQYWdlOzI5NjQ1NTU2OTtBUzozMzQ3ODg3ODg1Mzk0MDFAMTQ1NjgzMTI3NTgwNw==https://www.researchgate.net/publication/240504377_Computation_of_Bearing_Capacity_Factor_Ng-Terzaghi's_Mechanism?el=1_x_8&enrichId=rgreq-db137698-c3b0-4da1-9aca-e1eb952eae0f&enrichSource=Y292ZXJQYWdlOzI5NjQ1NTU2OTtBUzozMzQ3ODg3ODg1Mzk0MDFAMTQ1NjgzMTI3NTgwNw==https://www.researchgate.net/publication/289660276_Scale_effects_of_shallow_foundation_bearing_capacity_on_granular_material?el=1_x_8&enrichId=rgreq-db137698-c3b0-4da1-9aca-e1eb952eae0f&enrichSource=Y292ZXJQYWdlOzI5NjQ1NTU2OTtBUzozMzQ3ODg3ODg1Mzk0MDFAMTQ1NjgzMTI3NTgwNw==https://www.researchgate.net/publication/273978671_The_teaching_of_soil_mechanics_a_personal_view?el=1_x_8&enrichId=rgreq-db137698-c3b0-4da1-9aca-e1eb952eae0f&enrichSource=Y292ZXJQYWdlOzI5NjQ1NTU2OTtBUzozMzQ3ODg3ODg1Mzk0MDFAMTQ1NjgzMTI3NTgwNw==https://www.researchgate.net/publication/2268373_One-_Vs_Two-_Or_Three-Dimensional_Effects_In_Sedimentary_Valleys?el=1_x_8&enrichId=rgreq-db137698-c3b0-4da1-9aca-e1eb952eae0f&enrichSource=Y292ZXJQYWdlOzI5NjQ1NTU2OTtBUzozMzQ3ODg3ODg1Mzk0MDFAMTQ1NjgzMTI3NTgwNw==


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angle is 0° and a unit weight is 20 kN/m3 The friction

angle of the fill material has some effects on the

ultimate height of the embankment but a lower friction

angle would have very little effect on the time

dependent deformation of the embankment and

reinforcement since the creep deformations are

governed by the viscoelastic properties of the

geosynthetics and viscoplastic properties of thefoundation soils. Table 1 show the properties of sand

used in the embankment.

Geosynthetic: The geosynthetic used for the

construction of embankment was a geogrid, which are

primarily used for reinforcement; they are formed by a

regular network of tensile elements with apertures of

sufficient size to interlock with surrounding fill

material. The geogrid has an axial stiffness (EA)

properties of 73 kN/m

Table 1: Embankment Fill Properties

PARAMETERS VALUES

Unsaturated Unit Weight 17 kN/m3

Saturated Unit Weight 20 kN/m3

Permeability horizontal and vertical 1.000 m/day

Reference Young’s Modulus 1300 kN/m2

Poisson’s Ratio 0.3

Cohesion 5 kN/m2

Friction Angle 30◦

Dilatancy Angle 0◦

Interface Strength 0.8

Methods

Numerical modelling: The available theory for

elasticity was developed and established on the basis

of homogenous and isotropic behaviour of

construction materials like steel, iron, rubber (Sinha,

2013). The strong ionic bond in between the particles

holds the elastic property within the elastic limit. Soil,on the other hand, is an anisotropic, non-homogenous,

three-phase material, where a little (cohesive soil) or

no (granular) bonding force in between the particles

exists. Therefore, the behaviour of soil mass, which is a

combination of a number of discrete particles, cannot

be modelled by the pure elastic or plastic theories.

Hence, the researcher represents the soil stress-strain

constitutive behaviour by means of elasto-plastic

constitutive model (modified Mohr-Coulomb model),

which is the combination of the elastic and plastic

theories obtained from mechanics of material. The

appropriate elasto-plastic constitutive law for the soil

continuum, the geometric modelling of the contact

zone and other parts along with the numerical step by

step simulation, are the major parts of the numerical

models.

Plaxis 2D: In this study, foundation settlement was

modelled by the use of Plaxis software program based

on finite element method. Plaxis 2D is a finite element

package used for the two-dimensional analysis of

deformation and stability in geotechnical engineering.

It uses advanced soil constitutive models for the

simulation of the non-linear, time dependent and

anisotropic behaviour of soils and rocks. Plaxis 2D

models the geogrids, the embankment soil and the

interaction between the geogrid structure and the soil.

Soil layers and foundation structure parameters are

inputted into Plaxis and the construction stages, loads

and boundary conditions are defined in an alreadydefined geometry cross-section containing the soil

model then the Plaxis automatically generates the

unstructured 2D finite element meshes with options of

global and local mesh refinements. Using its calculation

facilities, Plaxis 2D will undergo a calculation process

and present the calculation and model outputs which

can be accessed in animation and/or numerical forms

(Plaxis 2D manual 2012). The parameters used in

numerical modelling are in Table 1.

Results and Discussions

Plaxis outputs of embankment models

When the geometry model is complete, the finite

element model (mesh) can be generated. PLAXIS

allows for a fully automatic mesh generation

procedures, in which the geometry is automatically

divided into element of the basic element type and

compatible structural elements (e.g. geogrids). The

mesh generation takes full account of the position of

points and lines in the geometry model, so that the

exact position of layers, loads and structures isreflected by the finite element mesh. The generation

process is based on a robust triangulation principle

that searches for optimized triangles, which results in

an unstructured mesh. The embankment models are

shown in Figures 1 to 4. This slopes are without any

surcharge load.


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Figure 1: Embankment model without reinforcement

Figure 2: Reinforced embankment model


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Figure 3: Generated mesh for non reinforced embankment

Figure 4: Generated mesh for reinforced embankment


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Analysis of the Effectiveness of Geosynthetic Material

on an Embankment

The main output quantities of a finite element

calculation are the displacement at the nodes and the

stresses at the stress points. The finite element models

also involve structural elements for which structure

forces are calculated. The output results for the

unreinforced and reinforced embankments including

stresses and displacements are shown in Figures 5 to

14.

Output for unreinforced embankments

Figure 5: Deformed mesh of unreinforced embankment


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351

Figure 6: Total stresses distribution of unreinforced embankment

Figure 7: Total displacement of unreinforced embankment

Figure 8: Vertical displacement of unreinforced embankment


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352

Figure 9: Horizontal displacement of unreinforced embankment

Output for reinforced embankments

Figure 10: Deformation mesh of reinforced embankment


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Figure 11: Total stresses of reinforced embankment

Figure 12: Total displacement of reinforced embankment


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354

Figure 13: Horizontal displacement of reinforced embankment

Figure 14: Vertical displacement of reinforced embankment

Comparison of settlement between the embankment

with and without geogrids as clearly shown in Figures

5 to 14 indicated that the use of geogrids in slope

embankment reduces the settlement of the

embankment fill materials. The total displacement in


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355

the unreinforced slope is 569.00 mm which reduced to

65.80 mm when reinforced with geogrids. This

reduction is over 800 % of the original total

settlement. This shows that the use of geogrids could

be very useful in reducing settlement of embankment

of slopes and geosynthetic materials can complement

soils that are weak in tension. It can increase the

shear strength by reducing the pore water pressureswithin the slope during rainy season it also prevents

the migration of soil or sometimes called the internal

erosion within the slope. Geosynthetic reinforces the

soil along potential sliding zones or planes.

Embankments with surcharge load

The modelling procedure was repeated with an applied

surcharge load of 100 kN/m2 with the geogrid

reinforcements placed under the surcharge and not in

full length as in the first case. Results of mesh

deformation and shear strain distributions (see Figures

15 to 18) show that that there are serious

improvements in the reinforced slopes compared with

those that are unreinforced. The total displacement

(settlement) in the unreinforced slope embankment is

306.47 mm which reduced to 192.27 mm when theslope was reinforced. The shear strains increased from

9.71 x 10-3

% for the unreinforced slope embankment

to 29.13 x 10-3

% when the slope was reinforced

knowing that the higher the shear strains the lower will

be the deformation tendencies and the lower will be

the displacement (settlement).

Figure 15: Deformed mesh for the loaded unreinforced embankment


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356

Figure 16: Deformed mesh for the loaded reinforced embankment

Figure 17: Shear Strain for the loaded unreinforced embankment


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357

Figure 18: Shear Strain for the loaded reinforced embankment

Conclusions

Based on the analysis of the results of this study, the

following conclusions were drawn:

1. The stability analysis of embankment of

geosynthetic material reinforcement by using

Finite Element Method (Plaxis 8.6) gives

acceptably approximate results which can be

determined in real case situation and cansimulate construction stages as in real physical

scenario.

2.

The slopes with geosynthetic material

reinforcement are safer and yielded better

results of settlement and shear strains than the

slope of embankments without geosynthetic

material reinforcements.

3.

Insertion of a geogrid reinforcement layers at

a suitable location within the slope fill

considerably improves the load carrying

capacity of footings located on such slopes.

4.

Geogrids could be very useful in reducingsettlement of embankment of slopes and

geosynthetic materials can complement low

strength soils.

References

Barbour, S. L. and Krahn, J. (2004). “Numerical

Modelling –Prediction or Process?” Geotechnical

News, December 2004, GEOSPEC.

Bielak, J., Hisada, Y., Bao, H., Xu, J., and Ghattas, O.

(2000). "One- vs two- or three-dimensional

effects in sedimentary valleys." Proceedings

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Engineering, New Zealand, February.

Burland, J.B. (1987). “Nash Lecture: The Teaching of Soil Mechanics – a Per-sonal View.”

Proceedings, 9th

ECSMFE , Dublin, Vol. 3, pp

1427-1447.

Cerato, A. B. and Lutenegger, A. J. (2007). “Scale effects

of shallow foundation bearing capacity on

granular material”. Journal of Geotechnical

and Geoenvironmental Engineering, ASCE,

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Christopher, B. R., Gill, S. A., Giroud, J. P., Juran, I.,

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Dewaiker, D. M. and Mohapatro, B. G. (2003).

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PhD Thesis, University of California, Davis,

CA.
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