Cover
Half Title
Title Page
Copyright Page
Dedication
Table of Contents
Preface to second edition
Author
1 The world of foundation engineering
1.1 The geotechnical engineering industry
1.1.1 Geotechnical engineering, foundation engineering, and geotechnical and foundation engineering problems
1.1.2 Geotechnical engineering as a profession
1.1.3 Education and professional licensing
1.1.4 Professional standard of care
1.1.5 Professional ethics
1.1.6 The players: owner, architect, developer, general contractor, consultant, specialty contractor, and regulatory agencies
1.1.7 Business and financial aspects of the geotechnical consulting and specialty contractor industries
1.1.7.1 Legal structures of firms
1.1.7.2 Metrics of the geotechnical consulting industry
1.1.7.3 Metrics of the specialty contractor industry
1.1.7.4 Trends in the geotechnical and foundation engineering industry
1.2 Foundation engineering tools
1.2.1 Soil and rock mechanics: the underlying sciences
1.2.2 Codes and standards
1.2.3 The role of experience and empiricism
1.2.4 The role of publications: where to go for help
1.2.5 The role of conferences and short courses
1.2.6 The role of computers
1.3 Systems of units
1.3.1 Units
1.3.2 Measurements and calculations
1.4 Dimensionless equations and dimensional analysis
1.5 Chapter summary
1.6 Websites of interest
1.6.1 Codes
1.6.2 Standards
1.6.3 Journals
1.6.4 Professional organizations
1.7 Problems
1.7.1 Conceptual problems
1.7.2 Quantitative problems
2 Foundation design
2.1 The design process
2.1.1 What constitutes foundation design
2.1.2 The sequence in the solution to a foundation problem
2.1.2.1 Determination of the design loads
2.1.2.2 Subsurface investigation
2.1.2.3 Selection of suitable types of foundation
2.1.2.4 Final selection, placement, and proportioning of foundation elements
2.1.2.5 Construction
2.2 Limit state design and working stress design
2.3 Reliability-based design (RBD) and load and resistance factor design (LRFD)
2.3.1 The design problem framed as a reliability problem
2.3.2 Load and resistance factor design
2.4 Load and resistance factor design (LRFD) for ultimate limit states
2.5 Tolerable foundation movements
2.5.1 Consideration of foundation settlement in design
2.5.2 Settlement patterns
2.5.3 Crack formation
2.5.4 Quantification of tolerable settlements
2.5.4.1 Differential settlement and angular distortion
2.5.4.2 The Skempton and MacDonald (1956) study
2.5.4.3 The Burland and Wroth (1974) study
2.5.4.4 Tolerable total settlement of buildings
2.5.4.5 Tolerable movements of bridge foundations
2.5.4.6 Tolerable foundation movements of other types of structures
2.5.4.7 Load factors for settlement computations
2.6 Case study: the Leaning Tower of Pisa (Part I)
2.6.1 Brief history of the Tower of Pisa
2.6.2 Why the settlement?
2.6.3 Stabilization of the tower
2.7 Chapter summary
2.7.1 Main concepts and equations
2.7.2 Symbols and notations
2.8 Problems
2.8.1 Conceptual problems
2.8.2 Quantitative problems
2.8.3 Design problems
References
References cited
Additional references
3 Soils, rocks, and groundwater
3.1 Soil and the principle of effective stress
3.1.1 What is soil?
3.1.2 Particle size
3.1.3 Unified Soil Classification System
3.1.4 Composition of soil particles
3.2 Geology and the genesis of soils and rocks
3.2.1 Igneous rocks
3.2.2 Sedimentary rocks
3.2.3 Metamorphic rocks
3.2.4 Soil genesis: residual soils
3.2.5 Transported soils
3.3 “Classic” soils
3.3.1 Silica sand
3.3.2 Clays
3.3.2.1 Composition of clays
3.3.3 Clay–water systems
3.3.3.1 Double layer
3.3.3.2 Sedimentation of clay in water
3.4 “Nonclassic” soils
3.4.1 Carbonate sands
3.4.2 Marine clays and quick clays
3.4.3 Expansive soils
3.4.4 Loess
3.4.5 Organic soils
3.4.6 Mixtures of sand, silt, and clay
3.5 Soil indices and phase relationships
3.6 Effective stress, shear strength, and stiffness
3.6.1 Interaction between soil particles and the effective stress principle
3.6.2 The principle of effective stress
3.6.3 Groundwater and the water table
3.6.4 Unsaturated soils
3.7 Groundwater flow
3.7.1 Effects of groundwater flow
3.7.2 Elevation, kinetic, and pressure heads
3.7.3 Darcy’s law
3.7.4 Two-dimensional water flow through soil
3.7.5 Seepage forces
3.8 Case study: the Rissa, Norway (1978), quick clay slides
3.9 Chapter summary
3.9.1 Main concepts and equations
3.9.2 Symbols and notations
3.10 Websites of interest
3.11 Problems
3.11.1 Conceptual problems
3.11.2 Quantitative problems
3.11.3 Design problems
References
References cited
Additional references
Relevant ASTM standards
4 Stress analysis, strain analysis, and shearing of soils
4.1 Stress analysis
4.1.1 Elements (points) in a soil mass and boundary-value problems
4.1.2 Stress
4.1.3 Two-dimensional stress analysis
4.1.3.1 Stress state at a point
4.1.3.2 Stress analysis: determination of normal and shear stresses in arbitrary plane
4.1.3.3 Principal stresses and principal planes
4.1.3.4 Mohr’s circle
4.1.3.5 Pole method
4.1.3.6 Solving stress analysis problems
4.1.3.7 Total and effective stresses
4.1.4 Three-dimensional stress analysis
4.2 Strains
4.2.1 Definitions of normal and shear strains
4.2.2 Mohr’s circle of strains
4.2.3 Dilatancy angle
4.2.4 Strain variables used in critical-state soil mechanics
4.3 Plastic failure criteria, deformations, and slip surfaces
4.3.1 Mohr–Coulomb strength criterion
4.3.2 Slip surfaces
4.3.3 Slip surface direction
4.3.4 The Hoek–Brown failure criterion for rocks
4.4 At-rest and active and passive Rankine states
4.4.1 At-rest state
4.4.2 Rankine states
4.4.2.1 Level ground
4.4.2.2 Sloping ground
4.5 Main types of soil laboratory tests for strength and stiffness determination
4.5.1 Role of stiffness and shear strength determination
4.5.2 Stress (loading) paths
4.5.3 Loading paths and main laboratory tests
4.6 Stresses resulting from the most common boundary-value problems
4.6.1 Elastic stress–strain relationship and elastic boundary-value problems
4.6.2 Vertical point load on the boundary of a semi- infinite, elastic soil mass (Boussinesq’s problem)
4.6.3 Vertical point load within a semi-infinite, elastic soil mass (Kelvin’s Problem)
4.6.4 Uniform pressure distributed over a circular area on the boundary of a semi-infinite, elastic soil mass
4.6.5 Uniform pressure distributed over a rectangular area on the boundary of a semi-infinite, elastic soil mass
4.6.6 Vertical line load on the boundary of a semi-infinite, elastic soil mass
4.6.7 Uniform pressure distributed over an infinitely long strip on the boundary of a semi-infinite, elastic soil mass
4.6.8 Rigid strip and rigid cylinder on the boundary of a semi-infinite, elastic soil mass
4.6.9 Approximate stress distribution based on 2:1 vertical stress dissipation
4.6.10 Saint-Venant’s principle
4.7 Total and effective stress analyses
4.8 Chapter summary
4.8.1 Main concepts and equations
4.8.2 Symbols and notations
4.9 Problems
4.9.1 Conceptual problems
4.9.2 Quantitative problems
References
References cited
Additional references
5 Shear strength and stiffness of sands
5.1 Stress–strain behavior, volume change, and shearing of sands
5.1.1 Stress ratio, dilatancy, and the critical state
5.1.2 Friction and dilatancy
5.2 Critical state
5.2.1 The critical-state line and the state parameter
5.2.2 Shearing paths: all paths lead to the critical state
5.2.3 Critical-state friction angle
5.3 Evaluation of the shear strength of sand
5.4 Sources of drained shear strength
5.4.1 Variables affecting the shear strength of sand
5.4.2 Soil State variables
5.4.2.1 Relative density or void ratio
5.4.2.2 Effective confining stress
5.4.2.3 Soil fabric
5.4.2.4 Cementation
5.4.2.5 Aging
5.4.3 Intrinsic factors: factors related to the nature and characteristics of the soil particles
5.4.3.1 Mineral composition
5.4.3.2 Particle morphology
5.4.3.3 Particle size and soil gradation (grain size distribution)
5.4.3.4 Presence of water
5.4.4 Loading path
5.5 Representation of drained shear strength of sands
5.5.1 The Bolton correlation for the friction angle
5.5.2 Parameters c and ϕ from curve fitting
5.5.3 Which friction angle to use in design?
5.6 Undrained shear strength
5.7 Small-strain stiffness
5.8 Chapter summary
5.8.1 Main concepts
5.8.2 Symbols and notations
5.9 Problems
5.9.1 Conceptual problems
5.9.2 Quantitative problems
5.9.3 Design problems
References
References cited
Additional references
Relevant ASTM Standards
6 Consolidation, shear strength, and stiffness of clays
6.1 Compression and consolidation
6.1.1 Excess pore pressures
6.1.2 Soil compression
6.1.3 Consolidation equation
6.1.4 Solution of the consolidation equation and the degree of consolidation
6.1.5 Estimation of the coefficient of consolidation
6.1.6 Secondary compression
6.1.7 Isotropic compression
6.1.8 Large-strain consolidation analysis
6.2 Drained shear strength of saturated clays
6.3 Undrained shear strength of clays
6.3.1 Consolidated undrained triaxial compression tests
6.3.2 Unconsolidated undrained tests
6.3.3 Assessment of total stress analysis
6.4 Critical-state, residual, and design shear strengths
6.4.1 Critical-state plots
6.4.2 Design shear strength
6.4.3 Correlations for undrained shear strength
6.4.4 Residual shear strength
6.5 Small-strain stiffness
6.6 Case study: Historic controversies surrounding the diffusion and consolidation equations
6.7 Case study: The Leaning Tower of Pisa (Part II)
6.8 Chapter summary
6.8.1 Main concepts and equations
6.8.2 Notations and symbols
6.9 Problems
6.9.1 Conceptual problems
6.9.2 Quantitative problems
6.9.3 Design problems
References
References cited
Additional references
Relevant ASTM standards
7 Site exploration
7.1 General approach to site investigation
7.2 Soil borings
7.3 Standard penetration test
7.3.1 Procedure
7.3.2 Blow count corrections
7.3.3 Interpretation of SPT results
7.3.3.1 Sand
7.3.3.2 Clay
7.4 Undisturbed soil sampling
7.5 Rock sampling
7.5.1 Occurrence of rock
7.5.2 Sampling operations
7.5.3 Information from coring and rock testing
7.5.4 Rock mass strength
7.6 Cone penetration test: Cone penetrometer, types of rig, and quantities measured
7.6.1 Cone penetrometer and CPT rigs
7.6.2 Measurements made during a CPT
7.6.3 Soil classification based on CPT measurements
7.6.4 Measurement of pore pressures and shear wave velocity
7.6.5 The CPT in a site investigation program
7.7 Interpretation of CPT results
7.7.1 Sands
7.7.1.1 Relative density and friction angle
7.7.1.2 Shear modulus
7.7.2 Clays
7.7.1.3 Undrained shear strength
7.7.1.4 Compressibility and rate of consolidation[sup()]
7.7.3 Correlation between q[sub(c)] and the SPT blow count
7.7.4 Cemented sands
7.8 Other in situ tests
7.8.1 Vane shear test
7.8.2 Pressuremeter test
7.9 Geophysical exploration
7.10 Subsurface exploration report and geotechnical report
7.11 Chapter summary
7.11.1 Main concepts
7.11.2 Notations and symbols
7.12 Problems
7.12.1 Conceptual problems
7.12.2 Quantitative problems
7.12.3 Design problems
References
References cited
Additional references
Relevant ASTM standards
8 Shallow foundations in soils: types of shallow foundations and construction techniques
8.1 Types of shallow foundations and their applicability
8.1.1 Applicability of shallow foundations
8.1.2 Types of shallow foundations
8.2 Construction of shallow foundations
8.2.1 Basic construction methods
8.2.2 Basic construction specifications and items for inspection
8.2.3 Construction inspection
8.2.4 Dewatering
8.3 Chapter summary
8.4 Problems
8.4.1 Conceptual problems
8.4.2 Design problems
Reference
9 Shallow foundation settlement
9.1 Types of settlement
9.2 Influence of foundation stiffness
9.3 Approaches to settlement computation
9.4 Settlement equations from elasticity theory
9.4.1 General form of the equations
9.5 Settlement of flexible foundations
9.5.1 Point load
9.5.2 Uniform circular load
9.5.3 Rectangular load
9.5.4 Settlement of rigid foundations
9.6 Settlement of shallow foundations on sand
9.6.1 SPT-based methods
9.6.1.1 Meyerhof’s method
9.6.1.2 Peck and Bazaraa’s method
9.6.1.3 Burland and Burbidge’s method
9.6.2 CPT-based methods
9.6.2.1 Schmertmann’s method
9.6.2.2 Lee et al.’s method
9.7 Settlement of shallow foundations on clay
9.7.1 Immediate settlement
9.7.1.1 Christian and Carrier’s method
9.7.1.2 Foye et al.’s method
9.7.2 Consolidation settlement
9.8 Case study: The Leaning Tower of Pisa (Part III) and the leaning buildings of Santos
9.9 Chapter summary
9.9.1 Main concepts and equations
9.9.2 Equations for the calculation of settlement of shallow foundations in sand using the SPT
9.9.3 Equations for the calculation of settlement of shallow foundations in sand using the CPT
9.9.4 Equations for the calculation of immediate settlement of shallow foundations in clay
9.9.5 Equations for the calculation of consolidation settlement of shallow foundations in clay
9.9.6 Symbols and notations
9.10 Problems
9.10.1 Conceptual problems
9.10.2 Quantitative problems
9.10.3 Design problems
References
References cited
Additional references
10 Shallow foundations: limit bearing capacity
10.1 The bearing capacity equation for strip footings
10.1.1 Bearing capacity failure and the bearing capacity equation
10.1.2 Derivation of bearing capacity equation and bearing capacity factors[sup()]
10.1.2.1 Frictional, weightless soil: derivation of an equation for N[sub(q)]
10.1.2.2 Cohesive-frictional, weightless soil
10.1.2.3 Soil with self-weight: expressions for N[sub(γ)] for associative materials
10.1.3 The bearing capacity equation for materials following a nonassociated flow rule[sup()]
10.1.4 Using the bearing capacity equation
10.2 The bearing capacity of saturated clays
10.2.1 The bearing capacity equation for clays
10.2.2 Shape, depth, and load inclination factors for footings in clay
10.2.3 Bearing capacity of footings in clay with strength increasing with depth
10.2.3.1 Surface, strip footings
10.2.3.2 Footings with finite dimensions embedded in soil with increasing strength with depth
10.3 Bearing capacity of footings in sand
10.3.1 The bearing capacity equation for sands
10.3.2 Estimation of ϕ value to use in bearing capacity equation
10.3.3 Estimation of bearing capacity based on relative density
10.3.4 Some perspective on the depth factor
10.3.5 Some perspective on the shape factor
10.3.6 Load, base, and ground inclinations
10.4 General shear, local shear, and punching bearing capacity failure modes
10.5 Footings in sand: effects of groundwater table elevation
10.6 Foundations subjected to load eccentricity
10.6.1 Idealized distributions of pressure at foundation base
10.6.2 The kern
10.6.3 Eccentricity in one direction
10.6.4 Calculation of limit bearing capacity for eccentric loads
10.7 Calculation of bearing capacity using curve-fit c and ϕ parameters
10.8 Limit bearing capacity of shallow foundations in rocks
10.9 Chapter summary
10.9.1 Main concepts and equations
10.9.1.1 Bearing capacity equation
10.9.1.2 Calculation of bearing capacity in clays
10.9.1.3 Calculation of bearing capacity in sands
10.9.1.4 Load eccentricity
10.9.2 Notations and Symbols
10.10 Problems
10.10.1 Conceptual problems
10.10.2 Quantitative problems
10.10.3 Design problems
References
References cited
Additional references
11 Shallow foundation design
11.1 The shallow foundation design process
11.1.1 The design problem
11.1.2 Limit states design of shallow foundations
11.2 Limit state IA-1 check
11.2.1 Working stress design of shallow foundations
11.2.2 Load and resistance factor design of shallow foundations
11.2.2.1 The fundamental design inequality
11.2.2.2 Nominal resistances and resistance factors
11.2.3 Relationship between resistance factors, load factors, and the factor of safety
11.3 Settlement check
11.4 Structural considerations
11.4.1 Interaction with the structural engineer
11.4.2 Location, configuration, and flexibility of the structure
11.4.3 Sizing of rectangular and trapezoidal combined footings
11.4.4 Sizing of strap footings
11.4.5 Analysis and structural design of mat foundations
11.5 Case study: The Leaning Tower of Pisa (Part IV)
11.5.1 References for “Case History: The Leaning Tower of Pisa” – Parts I–IV
11.6 Chapter summary
11.6.1 Foundation design
11.6.2 Bearing capacity check using working stress design
11.6.3 Bearing capacity check using LRFD
11.6.4 Settlement check
11.6.5 Symbols and notations
11.7 Problems
11.7.1 Conceptual problems
11.7.2 Quantitative problems
11.7.3 Design problems
References
References cited
Additional reference
12 Types of piles and their installation
12.1 Pile foundations: what are they and when are they required?
12.2 Classifications of pile foundations
12.2.1 Classification based on the method of fabrication and installation process
12.2.2 Classification based on pile material
12.2.2.1 Timber piles
12.2.2.2 Steel piles
12.2.2.3 Concrete piles
12.2.2.4 Precast, prestressed concrete piles
12.2.3 Classification based on pile loading mode
12.3 Nondisplacement piles
12.3.1 Drilled shafts (bored piles)
12.3.1.1 Basic idea
12.3.1.2 Equipment
12.3.1.3 Procedures
12.3.2 Barrette piles
12.3.3 Strauss piles
12.4 Auger piles
12.4.1 Types of auger piles
12.4.2 Continuous flight auger piles (augercast piles)
12.4.2.1 Equipment
12.4.2.2 Procedures
12.4.3 Prepakt piles
12.4.4 Drilled displacement piles
12.4.4.1 Common features of drilled displacement piles
12.4.4.2 Omega pile
12.4.4.3 Atlas pile
12.4.4.4 APGD pile
12.5 Displacement piles
12.5.1 Installation methods
12.5.2 Equipment
12.5.2.1 Pile hammers
12.5.2.2 Pile driving leads (or leaders)
12.5.2.3 Driving system components
12.5.3 Pile driving
12.5.4 Franki piles (Pressure-injected footings)
12.5.5 Raymond piles
12.6 Piling in rock[sub()]
12.6.1 Rock sockets
12.6.2 Micropiles
12.7 Chapter summary
12.8 Websites of interest
12.9 Problems
12.9.1 Conceptual problems
References
References cited
Additional references
Relevant ASTM standards
13 Analysis and design of single piles
13.1 Response of single piles to axial load
13.2 Design of single, axially loaded piles
13.2.1 Design process
13.2.2 Limit states
13.2.3 Design ultimate limit state
13.3 Ultimate load
13.3.1 Ultimate load: What is it?
13.3.2 Ultimate load criteria
13.3.2.1 Chin’s criterion
13.3.2.2 Van der Veen’s criterion
13.3.2.3 Ultimate load based on 10% relative settlement
13.3.2.4 Davisson’s criterion
13.3.2.5 De Beer’s criterion
13.3.2.6 Which criterion to use?
13.4 Calculation of pile resistance
13.4.1 General framework
13.4.2 Factor of safety and allowable load
13.4.3 “Floating piles” and “end-bearing piles”
13.4.4 Calculation of pile resistance from CPT or SPT results
13.4.5 The sources of ultimate shaft and base resistance in piles
13.4.5.1 Shaft resistance
13.4.5.2 Base resistance
13.4.6 Treatment of sands, silts, and clays
13.4.7 Design methods
13.4.8 Special considerations for drilled shafts
13.4.9 Special considerations for belled drilled shafts
13.4.10 Special considerations for steel pipe piles
13.4.11 Special considerations for steel tapered piles
13.4.12 Special considerations for steel H-section piles
13.4.13 Special considerations for Franki piles (“pressure-injected footings”)
13.4.14 Special considerations for CFA piles, partial- displacement piles, and micropiles
13.5 Calculation of the ultimate resistance of nondisplacement piles
13.5.1 The relationship of pile installation to pile load response
13.5.2 Nondisplacement piles in sandy soil
13.5.2.1 Shaft resistance
13.5.2.2 Base resistance
13.5.3 Nondisplacement piles in clayey soil
13.5.3.1 Shaft resistance
13.5.3.2 Base resistance
13.5.4 Piles in tension
13.5.5 Examples of calculations of the ultimate resistance of nondisplacement piles
13.6 Calculation of the ultimate resistance of displacement piles
13.6.1 The relationship of pile installation to pile load response
13.6.2 Unit shaft resistance degradation
13.6.3 Variation of driven pile resistance with time
13.6.4 Displacement piles in sandy soil
13.6.5 Displacement piles in clayey soil
13.6.6 Piles in tension
13.6.7 Examples of calculations of the ultimate resistance of displacement piles
13.6.8 Examples of calculations of the ultimate resistance of open-ended pipe piles and H-piles
13.7 Other SPT and CPT design correlations
13.7.1 Form of the correlations
13.7.2 Sands
13.7.2.1 Base resistance
13.7.2.2 Shaft resistance
13.7.3 Clays
13.7.3.1 Base resistance
13.7.3.2 Shaft resistance
13.7.4 Silts
13.8 Load and resistance factor design procedure for single piles
13.9 Calculation of settlement of piles subjected to axial loadings[sub()]
13.9.1 Nature and applicability of the analysis
13.9.2 Basic differential equation of pile compression
13.9.3 Pile compression in homogeneous, elastic soil
13.9.4 Limiting cases: Ideal floating, infinitely long, and end-bearing piles
13.9.5 Application to real problems
13.9.5.1 Floating piles or piles with limited base resistance
13.9.5.2 End-bearing piles
13.9.5.3 Piles with noncircular cross sections
13.9.6 Negative skin friction
13.10 Piling in rock[sub()]
13.10.1 Rock sockets and micropiles in rock
13.10.2 Estimation of base resistance
13.10.3 Estimation of shaft resistance
13.10.4 Estimation of structural capacity
13.11 Laterally loaded piles[sub()]
13.11.1 The design problem
13.11.2 Pile lateral load response
13.11.3 The p–y method
13.11.4 Limit unit lateral resistance p[sub(L)]
13.11.5 Long piles
13.11.6 Limit resistance of short piles
13.11.7 p–y Curves
13.11.8 Use of computer programs
13.11.9 Monopiles
13.12 Static load tests
13.12.1 Definition and classification
13.12.2 Type of loading and rate of load application
13.12.3 Source of reaction
13.12.4 Measurements and instrumentation
13.12.5 Interpretation of pile load tests
13.13 Chapter summary
13.13.1 Symbols and notations
13.14 Problems
13.14.1 Conceptual problems
13.14.2 Quantitative problems
13.14.3 Design problems
References
References cited
Additional references
Relevant ASTM standards
14 Pile driving analysis and quality control of piling operations
14.1 Applications of pile dynamics
14.2 Wave mechanics[sub()]
14.2.1 Wave equation
14.2.2 Relationship between force and particle velocity
14.2.3 Boundary conditions
14.2.3.1 Types of boundary conditions
14.2.3.2 Wave approaching free end
14.2.3.3 Wave approaching fixed end
14.2.3.4 Prescribed force at a point along the pile
14.2.3.5 Prescribed velocity at pile top
14.2.4 Modeling of soil resistances
14.2.4.1 Decomposition in static and dynamic components
14.2.4.2 Modeling of static resistance
14.2.4.3 Modeling of dynamic resistance
14.3 Analysis of dynamic pile load tests
14.3.1 The Case method
14.3.2 Signal matching
14.3.3 Pile integrity testing
14.4 Wave equation analysis
14.4.1 Wave equation analysis and its applications
14.4.2 Pile and soil model
14.4.2.1 Overview
14.4.2.2 Smith model
14.4.2.3 Advanced model[sub()]
14.4.3 Modeling of driving system
14.4.4 Analysis
14.4.5 Results of the analysis
14.4.6 Importance of choice of soil resistance models
14.5 Pile driving formulas
14.5.1 Traditional formulas
14.5.2 Modern formulas
14.6 Chapter summary
14.6.1 Symbols and notations
14.7 Problems
14.7.1 Conceptual problems
14.7.2 Quantitative problems
References
References cited
Additional references
Relevant ASTM standards
15 Pile groups and piled rafts
15.1 Use of pile groups, pile caps, and piled rafts
15.2 Vertically loaded pile groups
15.2.1 Definition
15.2.2 Ultimate bearing capacity
15.2.3 Pile group settlement
15.2.4 Impact of soil constitutive model used in the analyses[sub()]
15.3 Piled mats
15.3.1 The concept of piled mat foundations
15.3.2 Design
15.4 Laterally loaded pile groups
15.4.1 Design approaches
15.4.2 Simplified design approach
15.4.2.1 Pile head fixity
15.4.2.2 Simplified approach using the p–y method
15.5 Chapter summary
15.5.1 Symbols and notations
15.6 Problems
15.6.1 Conceptual problems
15.6.2 Quantitative problems
15.6.3 Design problems
References
References cited
Additional references
16 Retaining structures
16.1 Purpose and types of retaining structures
16.1.1 The function of retaining structures
16.1.2 Types of retaining structures
16.2 Calculation of earth pressures
16.2.1 Mobilization of active and passive pressures
16.2.2 Calculation of active earth pressures using the formulation of Rankine
16.2.2.1 Active pressures for level soil masses
16.2.3 Calculation of earth pressures using the formulation of Coulomb
16.2.4 Calculation of earth pressures using the formulation of Lancellotta[sub()]
16.2.5 Calculation of earth pressures accounting for soil arching effects using the formulation of Paik and Salgado (2003)[sub()]
16.2.6 Choice of friction angle for use in calculations of active and passive pressures[sub()]
16.3 Design of externally stabilized walls
16.3.1 Gravity walls
16.3.2 Cantilever (embedded) walls
16.3.3 Tieback walls
16.3.3.1 The basic design problem
16.3.3.2 Analysis based on free-earth support assumption
16.3.3.3 Design of tieback
16.3.4 Braced excavations
16.4 Design of mechanically stabilized earth (MSE) walls
16.4.1 Materials
16.4.2 General design considerations
16.4.3 External stability design checks using WSD and LRFD
16.4.3.1 Sliding limit state
16.4.3.2 Overturning limit state
16.4.3.3 Bearing capacity limit state
16.4.4 Internal stability design checks using WSD and LRFD
16.4.4.1 Reinforcement rupture limit state
16.4.4.2 Reinforcement pullout limit state
16.5 Soil nailing
16.6 Chapter summary
16.6.1 Symbols and notations
16.7 Problems
16.7.1 Conceptual problems
16.7.2 Quantitative problems
16.7.3 Design problems
References
References cited
Additional references
Relevant ASTM standards
17 Soil slopes
17.1 The role of slope stability analysis in foundation engineering projects
17.1.1 Engineering analysis of soil slopes
17.1.2 Stability and deformation analyses
17.1.3 Effective versus total stress analysis
17.1.4 Typical slope problems
17.1.4.1 Sandy/silty/gravelly fills built on firm soil or rock
17.1.4.2 Clayey fills built on firm soil or rock
17.1.4.3 Fills built on soft subsoil
17.1.4.4 Excavation slopes
17.1.4.5 Natural slopes
17.1.4.6 “Special” cases
17.1.4.7 Need for computations
17.1.5 The basics of limit equilibrium analysis
17.2 Some basic limit equilibrium methods
17.2.1 Wedge analysis
17.2.2 The infinite slope method
17.2.3 The Swedish circle method
17.3 The slice methods of limit equilibrium analysis of slopes
17.3.1 General formulation
17.3.2 Ordinary method of slices
17.3.3 Bishop’s simplified method
17.3.4 Janbu’s method
17.3.5 Spencer’s method
17.3.6 Other methods
17.3.7 Comparison of different methods of stability analysis
17.3.8 Acceptable values of factor of safety and resistance factors for stability analysis
17.3.9 Computational issues associated with limit equilibrium slope stability analysis
17.3.9.1 Groundwater modeling
17.3.10 Search for the critical slip surface
17.4 Slope stability analysis programs: An example
17.5 Advanced methods of analysis: Limit analysis[sub()]
17.5.1 Basic concepts of limit analysis
17.5.2 Finite element modeling for limit analysis of complex soil slopes
17.5.3 Optimization of lower and upper bound solutions
17.5.4 Factor of safety and other results
17.6 Case study: Building collapse caused by landslide
17.7 Chapter summary
17.7.1 Symbols and notations
17.8 Problems
17.8.1 Conceptual problems
17.8.2 Quantitative problems
17.8.3 Design problems
References
References cited
Additional references
Appendix A: Unit conversions
Appendix B: Useful relationships and typical values of various quantities
Appendix C: Measurement of hydraulic conductivity in the laboratory using the falling-head permeameter
Appendix D: Determination of preconsolidation pressure, compression and recompression indices, and coefficient of consolidation from consolidation test data
Appendix E: Stress rotation analysis
Index