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El. knyga: Geotechnics of Roads: Advanced Analysis and Modeling

(Universidad de los Andes, Bogotį, Colombia)
  • Formatas: 320 pages
  • Išleidimo metai: 15-Apr-2021
  • Leidėjas: CRC Press
  • Kalba: eng
  • ISBN-13: 9780429649486
Kitos knygos pagal šią temą:
Geotechnics of Roads: Advanced Analysis and ModelingDidesnis paveikslėlis
  • Formatas: 320 pages
  • Išleidimo metai: 15-Apr-2021
  • Leidėjas: CRC Press
  • Kalba: eng
  • ISBN-13: 9780429649486
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At first glance, roads seem like the simplest possible geotechnical structures. However, analysis of these structures runs up against complexities related to the intense stresses experienced by road surfaces, their intense interaction with climate, and the complicated behavior of the materials used in road construction.

Modern mechanistic approaches to road design provide the tools capable of developing new technical solutions. However, use of these approaches requires deep understanding of the behavior of constituent materials and their interaction with water and heat which has recently been acquired thanks to advances in geotechnical engineering. The author comprehensively describes and explains these advances and their use in road engineering in the two-volume set Geotechnics of Roads, compiling information that had hitherto only been available in numerous research papers.

Geotechnics of Roads: Advanced Analysis and Modeling develops 23 extended examples that cover most of the theoretical aspects presented in the book Geotechnics of Roads: Fundamentals. Moreover, for most examples, Volume 2 describes algorithms for solving complex problems and provides Matlab® scripts for their solution. Consequently, Volume 2 is a natural complement of the book Geotechnics of Roads: Fundamentals.

This unique book will be of value to civil, structural and geotechnical engineers worldwide.

Author Biography xiii
Acknowledgments xv
List of mathematical symbols
xvii
Introduction 1(2)
1 Distribution of stresses and strains in roads
3(62)
1.1 Relevant equations
3(9)
1.1.1 Boussinesq's solution
3(1)
1.1.2 Cerruti's solution
4(1)
1.1.3 Frohlich solution
5(1)
1.1.4 Tire soil interaction
6(1)
1.1.5 Road-vehicle interaction
7(1)
1.1.5.1 Mathematical description of road profiles
8(1)
1.1.6 Burmister's method
9(3)
1.2 Example 1: Calculation of the stress distribution produced by vertical loads using Boussinesq's solution
12(9)
1.2.1 Loaded area and uniform stress
12(2)
1.2.2 Superposition of the stresses produced by each individual loaded area
14(1)
1.2.3 Requirements of Cohesion corresponding to the Mohr-Coulomb criterion
15(6)
1.2.4 Concluding remarks
21(1)
1.3 Example 2: Use of Cerruti's solution to calculate the stresses produced by horizontal loads
21(4)
1.3.1 Stresses in the half-space
22(2)
1.3.2 Requirements of cohesion for the Mohr-Coulomb criterion
24(1)
1.3.3 Concluding remarks
25(1)
1.4 Example 3: Tire-road interaction using the Hertz theory and the Frohlich stress distribution
25(6)
1.4.1 Elastic properties of the equivalent tire
26(1)
1.4.2 Contact stress applied by the tire on the road
27(1)
1.4.3 Stresses in the half-space using the Frohlich solution for stress distribution
28(2)
1.4.4 Concluding remarks
30(1)
1.5 Example 4: Calculation of the vehicle-road interaction
31(12)
1.5.1 Discretization in time of the differential equation
32(1)
1.5.2 Vehicle interaction in a bumpy road
33(3)
1.5.3 Vehicle interaction on actual roads
36(7)
1.5.4 Concluding remarks
43(1)
1.6 Examples 5: Computation of stresses in a three-layered road structure using Burmister's method
43(6)
1.6.1 Approximation of the load using Bessel functions
43(1)
1.6.2 Calculation of the vertical and radial stresses using Burmister's method
44(5)
1.6.3 Concluding remarks
49(1)
1.7 Example 6: Tridimensional distribution of stresses produced by moving wheel loads
49(16)
1.7.1 Stresses produced by a circular load in a cylindrical coordinate system
51(6)
1.7.2 Transformation of stresses from cylindrical into Cartesian coordinates
57(2)
1.7.3 Principal stresses, rotation, and invariants p and q
59(4)
1.7.4 Concluding remarks
63(2)
2 Unsaturated soil mechanics applied to road materials
65(48)
2.1 Relevant equations
65(4)
2.1.1 Water retention curve
65(1)
2.1.2 Assessment of the hydraulic conductivity based on the water retention curve
66(1)
2.1.3 Flow of water in unsaturated materials
67(1)
2.1.4 Thermal properties of unsaturated materials
67(2)
2.1.5 Heat flow in unsaturated materials
69(1)
2.2 Example 7: Assessment of the water retention curve using the empirical model proposed in the Mechanistic Empiric Pavement Design Guide (MEPDG)
69(2)
2.3 Example 8: Method for calculating the unsaturated hydraulic conductivity based on the water retention curve
71(4)
2.3.1 Limits of integration and sub-intervals
72(1)
2.3.2 Volumetric water content and derivative with respect to suction
73(1)
2.3.3 Denominator of Equation 2.13
73(2)
2.3.4 Numerator of Equation 2.13
75(1)
2.4 Example 9: Simplified calculation of water infiltration
75(3)
2.5 Example 10: Numerical calculation of water flow in unsaturated materials, application to road structures
78(21)
2.5.1 Part A. Numerical solution of the nonlinear partial differential equation describing the flow of water in unsaturated soils using the explicit finite difference method
80(1)
2.5.1.1 Discretization in space
81(1)
2.5.1.2 Discretization in time
82(1)
2.5.1.3 Implementation of the explicit Finite Difference Method
83(1)
2.5.1.4 Boundary conditions
84(2)
2.5.1.5 Initial conditions
86(1)
2.5.2 Part B. Numerical solution using the data of the example
86(1)
2.5.2.1 Water retention curves
87(2)
2.5.2.2 Discretization in space
89(2)
2.5.2.3 Discretization in time
91(3)
2.5.2.4 Boundary and initial conditions
94(1)
2.5.2.5 Simulation
95(4)
2.6 Example 11: Numerical solution of the heat flow in road structures
99(14)
2.6.1 Part A. Numerical solution of the diffusion equation using the implicit finite difference method
100(1)
2.6.1.1 Discretization in space
100(1)
2.6.1.2 Discretization in time
101(1)
2.6.1.3 Implementation of the FDM using the implicit solution
101(2)
2.6.1.4 Boundary conditions
103(2)
2.6.1.5 Initial conditions
105(1)
2.6.2 Part B. Numerical solution using the data of the example
105(1)
2.6.2.1 Thermal conductivity and heat capacity
105(1)
2.6.2.2 Discretization in space
106(1)
2.6.2.3 Discretization in time
107(1)
2.6.2.4 Boundary and initial conditions
108(1)
2.6.2.5 Simulation
108(5)
3 Compaction
113(34)
3.1 Relevant equations
113(14)
3.1.1 Summary of the equations describing the BBM
113(3)
3.1.2 Effect of cyclic loading
116(1)
3.1.3 Evolution of the water retention curve during compaction
116(1)
3.1.4 A linear packing model for establishing the relationship between grain size distribution and density
116(1)
3.1.4.1 Virtual compacity of binary mixtures
117(1)
3.1.5 Virtual compacity of binary mixtures without interaction
118(1)
3.1.6 Virtual compacity of binary mixtures with total interaction
119(2)
3.1.7 Virtual compacity of binary mixtures with partial interaction
121(2)
3.1.7.1 Virtual compacity of polydisperse mixtures
123(1)
3.1.7.2 Actual compacity of granular mixtures
124(2)
3.1.7.3 Assessment of compacted densities using the linear packing model
126(1)
3.2 Example 12: Simulation of field compaction using the BBM
127(14)
3.2.1 Stress distribution produced by one tire on the surface of the soil
129(3)
3.2.2 Stress distribution within the soil mass
132(1)
3.2.3 Stress distribution produced by the whole compactor
133(3)
3.2.4 Compaction profiles calculated using the BBM
136(2)
3.2.5 Effect of the loading cycles
138(3)
3.2.6 Effect of the water content
141(1)
3.3 Example 13: Use of the linear packing model to compute the density of a compacted material based on its grain size distribution
141(6)
3.3.1 Virtual compacity
142(1)
3.3.2 Actual compacity
143(2)
3.3.3 Dry density
145(1)
3.3.4 Results of the model and comparison with the Proctor test
146(1)
4 Embankments
147(50)
4.1 Relevant equations
147(5)
4.1.1 Stress components due to triangular loads
147(1)
4.1.2 Immediate settlements
147(1)
4.1.3 Primary consolidation
148(1)
4.1.4 Radial consolidation
149(1)
4.1.5 Increase of shear strength for staged construction
149(1)
4.1.6 Generalized bearing capacity
149(1)
4.1.7 The BBM including the effect of soil's microstructure
150(2)
4.2 Example 14: Embankments on soft soils
152(19)
4.2.1 Stress distribution beneath the symmetry axis of the embankment
153(1)
4.2.2 Immediate and consolidation settlements
154(2)
4.2.3 Vertical stress distribution under the embankment for the final height of the fill
156(1)
4.2.4 Evaluation of the bearing capacity for the staged construction
157(4)
4.2.5 Evaluation of the bidimensional consolidation
161(5)
4.2.6 Evolution of the undrained shear strength considering the 2D consolidation
166(1)
4.2.7 Evaluation of the safety factor before placing each stage
166(2)
4.2.8 Analysis of the radial drainage
168(3)
4.3 Example 15: Analysis of the collapse of embankments under soaking using the BBM
171(20)
4.3.1 Simulation of the oedometric compaction
173(5)
4.3.2 Post compaction
178(2)
4.3.3 Reloading
180(1)
4.3.3.1 Elastic domain
181(2)
4.3.3.2 Elastoplastic domain
183(1)
4.3.4 Soaking
183(3)
4.3.5 Concluding remarks
186(5)
4.4 Example 16: Effect of the soil's microstructure in the collapse of embankments
191(6)
4.4.1 Initial conditions
192(1)
4.4.2 Oedometric compression
193(1)
4.4.2.1 Elastic compression
193(1)
4.4.2.2 Elastoplastic compression
193(1)
4.4.3 Saturated oedometric compression
194(3)
5 Mechanical behavior of road materials
197(36)
5.1 Relevant equations
197(3)
5.1.1 Models describing the resilient modulus
197(1)
5.1.2 Models describing the resilient Young's modulus and Poisson's ratio
198(1)
5.1.3 Effect of water in the resilient Young's modulus
199(1)
5.2 Example 17: Adjustment of the measured resilient Young's modulus using different models
200(11)
5.2.1 Fitting the experimental results using the k --- θ model
201(1)
5.2.2 Fitting the experimental results using the three parameters model
202(2)
5.2.3 Fitting the experimental results using Boyce's model
204(2)
5.2.4 Fitting the experimental results using the linear model
206(3)
5.2.5 Performance of the different models to predict resilient Young's moduli and Poisson's ratios
209(2)
5.3 Example 18: Assessment of the effect of the water content of the granular layer on the fatigue life of a low-traffic road structure
211(22)
5.3.1 Fitting the experimental measures of suction using the van Genuchten equation
213(3)
5.3.2 Evaluation of the models that describe the effect of the water content on the resilient Young's modulus
216(1)
5.3.2.1 Models recommended in the MEPD
216(2)
5.3.2.2 Model with two state variables: vertical total stress and suction
218(3)
5.3.2.3 Model based on effective stress
221(1)
5.3.2.4 Comparison of models' performance
222(2)
5.3.3 Fatigue lifespan of the bituminous layer depending on the water content of the granular layer
224(7)
5.3.4 Concluding remarks
231(2)
6 Climate effects
233(30)
6.1 Relevant equations
233(4)
6.1.1 Heat flow in road structures
233(3)
6.1.2 Flow of water through a drainage layer
236(1)
6.2 Example 19: Evolution of the temperature in a road structure depending on the environmental variables
237(17)
6.2.1 Environmental variables
239(1)
6.2.2 Heat flow due to solar radiation
240(4)
6.2.3 Discretization in space
244(1)
6.2.4 Discretization in time
245(1)
6.2.5 Continuity equation between layers
246(1)
6.2.6 Analysis of the boundary conditions
247(1)
6.2.7 Analysis of the time step
248(1)
6.2.8 Numerical solution
249(5)
6.3 Example 20: Assessment of the local infiltration through cracks in the top layer of a road
254(4)
6.3.1 Infiltration through single cracks
255(2)
6.3.2 Infiltration through a squared net of cracks
257(1)
6.4 Example 21: Drainage layers in road structures
258(5)
7 Nondestructive evaluation and inverse methods
263(26)
7.1 Relevant equations
263(3)
7.1.1 Theoretical analysis of vibratory rollers
263(1)
7.1.2 Contact between a cylindrical body and an elastic half-space
264(1)
7.1.3 The cone macroelement model
265(1)
7.1.4 Continuous compaction control (CCC)
265(1)
7.2 Example 22: Soil-drum interaction assuming an elastic soil's response
266(10)
7.2.1 Discretization in time of the dynamic equation
266(3)
7.2.2 Effect of Young's modulus on the soil-drum interaction
269(3)
7.2.3 Effect of the dynamic load
272(4)
7.3 Example 23: Analysis of the soil-drum interaction considering the soil's reaction into the elastoplastic domain of behavior
276(13)
7.3.1 Contact soil-drum under monotonic loading and elastoplastic behavior
278(6)
7.3.2 Cyclic loading with elastoplastic soil's response
284(1)
7.3.3 Dynamic soil-drum interaction considering the elastoplastic contact
285(4)
Bibliography 289(4)
Index 293
Bernardo Caicedo obtained his undergraduate degree in civil engineering at the Universidad del Cauca in Colombia in 1985. Because of his academic achievements, he received the Francisco José de Caldas Medal, which is only awarded about once one every 10 years. He did his doctoral work at LEcole Centrale de Paris in 1991 and at the Laboratoire Central des Ponts et Chaussées in Paris.

He joined the "Universidad de los Andes, Uniandes" in Colombia in 1991. He have been involved in teaching, research and administrative duties here for around 29 years now. During his first period at Uniandes, his research focused on bringing the laboratory to a high standard of international competitiveness. This effort has met with relatively good success. One example of this work was the design and construction, under his leadership, of two geotechnical centrifuges used for teaching and research. One of these machines is equipped with an environmental chamber including leading technologies to simulate climate in experiments using the centrifuge. Other major laboratory apparatus designed and constructed under his direction were a large hollow cylinder apparatus, a linear test track for physical modeling of pavements, a 60 ton shaking table.

His research activities cover a broad spectrum of areas in geotechnical engineering. They include studies of soil dynamics, unsaturated soils, physical modeling of unsaturated soils (expansive and collapsing soils), study of the behavior of unbound granular materials for pavements, the development of new pavement design methods based on mechanistic concepts with climatic interactions, and the study of the mechanical behavior of multi-phase soils (unsaturated soils) including chemical (chemo-mechanics) and biological aspects. His efforts to develop laboratory facilities has allowed him to publish several documents: at present, he has published more than 200 documents including 2 books, 65 papers in indexed journals, 5 keynote lectures, 89 papers in reviewed international conferences, 12 in other international conferences, and 51 in local conferences. Bernardo Caicedo is member of the editorial panel of two international journals: Transportation Geotechnics (Elsevier) and Acta Geotechnica. In addition, he is member of the board of the TC202 committee (Transportation Geotechnics) and vice chair of the TC 106 committee (Unsaturated Soils) of the International Society of Soil Mechanics and Geotechnical Engineering ISSMGE.

Bernardo Caicedo has received several awards from The Institution of Civil Engineers (ICE): the Telford Premium in 2016, the Geotechnical Research Medal in 2018 and the Mokshagundam Visvesvaraya Award in 2020.
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