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See discussions, stats, and author profiles for this publication at: https://www.researchgate.net/publication/296455569
NUMERICAL MODELLING OF SOIL
REINFORCEMENT USING GEOGRIDS
Conference Paper · February 2016
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1 author:
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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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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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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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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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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Figure 16: Deformed mesh for the loaded reinforced embankment
Figure 17: Shear Strain for the loaded unreinforced embankment
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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.
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Burland, J.B. (1987). “Nash Lecture: The Teaching of Soil Mechanics – a Per-sonal View.”
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PhD Thesis, University of California, Davis,
CA.
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