Foundation Engineering : Geotechnical Principles and Practical Applications /

"This civil engineering textbook explores the connection between geotechnical theory and the design and construction of today's foundations. Foundation Engineering: Geotechnical Principles and Practical Applications shows how to perform critical calculations, apply the newest ground modifi...

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Detalles Bibliográficos
Clasificación:Libro Electrónico
Autor principal: Handy, Richard L. (Autor)
Formato: Electrónico eBook
Idioma:Inglés
Publicado: New York, N.Y. : McGraw-Hill Education, [2020]
Edición:First edition.
Colección:McGraw-Hill's AccessEngineering.
Temas:
Foundations.
Civil engineering.
Engineering geology.
TECHNOLOGY & ENGINEERING / Civil / General
Electronic books.
Acceso en línea:Texto completo
Tabla de Contenidos:
  • Preface
  • Introduction
  • Defining What Is There
  • 1.1 The Three Most Common Construction Materials
  • 1.2 Two Classes of Foundations
  • Support of Deep Foundations
  • Expansive Clays Can Be Expensive Clays
  • End Bearing on Rock
  • Ground Improvement
  • 1.3 Residual Soils
  • Travel Is Wearing
  • 1.4 Soil Layers Created by Weathering
  • Topsoil ?A Horizon?
  • Subsoil ?B Horizon?
  • Shrinkage Cracks and Blocky Structure in Expansive Clays
  • 1.5 Vertical Mixing in Expansive Clay
  • 1.6 Influence fromGroundwater Table (or Tables)
  • Groundwater Table and Soil Color
  • Perched Groundwater Table
  • 1.7 Intermittent Recycling
  • 1.8 Soil Types and Foundation
  • Influence ofGroundwater Table
  • Pull-up of Deep Foundations by Expansive Clay
  • 1.9 Agricultural Soil Map
  • The Soil Series
  • 1.10 Distinguishing between Alluvial Soils
  • Rivers and Continental Glaciation
  • Meanders and Cutoffs
  • Oxbow Lake Clay
  • Alluvial Fans
  • Natural Levees
  • Slack-Water (Backswamp) Floodplain Deposit
  • Air Photo Interpretation
  • 1.11 Wind-Deposited Soils
  • Sand Dunes
  • Eolian Silt Deposit
  • 1.12 Landslide
  • Landslide Scarps
  • No-No! Landslide Repair Method
  • When Landslides Stop
  • Recognizing Landslides
  • NotGood Place forPatio
  • 1.13 StoppingLandslide
  • Drainage
  • Structural Restraints: Piles, Stone Columns, and
  • Retaining Walls
  • Chemical Stabilization
  • Drilled Quicklime
  • 1.14 Rock That Isn?t There
  • Near-Surface Features
  • Shallow Caverns and Sinks
  • Locating Underground Caverns
  • Abandoned Mine Shafts and Tunnels
  • Tunneling Machines and the Rock That Isn?t There
  • 1.15 The Big Picture
  • Mountain Ranges, Volcanoes, and Earthquake
  • Soil Responses to Earthquakes
  • Earthquake Recurrence Intervals
  • 1.16 The Walkabout
  • Problems
  • Further Reading
  • Getting along with Classification
  • 2.1Hands-On Experience
  • 2.2 An Engineered Soil Moisture Content
  • 2.3 Standardizing the Plastic Limit Test
  • The Plastic Limit in Engineerin
  • 2.4 Going from Plastic and Remoldable to Liquid and Flowabl
  • Standardizing the LL Test
  • The Fall Cone Test
  • 2.5 The Plasticity Index
  • 2.6 Atterberg Limits in Soil Classification
  • 2.7 WWII and New Rules for Soil Classification
  • 2.8 Atterberg Limits and Criteria for Expansion
  • 2.9 Kinds of Clay Mineral
  • Layered Crystal Structure
  • An Expansive Crystal Structure
  • Going Tribal
  • When Sodium, Na+, Replaces Calcium, Ca++
  • Drilling Mud
  • 2.10Hands-On Test for Expansive Clay
  • Field Test
  • 2.11 Some Clues to Expansive Clay
  • 2.12 Measuring Soil Particle Size
  • Statistical Interpretation
  • Defining Clay Size
  • 2.13 Particle Sizes Determined from Sedimentation Rates in Water.- PerformingSedimentation Tes
  • Defining Clay Siz
  • 2.14 Some Soil Characteristics Related to Grain Size
  • Distribution Curves
  • 2.15 Defining Size Grades
  • Gravel/SanSand/Sil
  • Clay and SilExpansive versus Non-expansive Clay
  • Salt versus Fresh Water Clay Deposit- Problems
  • Further Readin--Foundation Settlement
  • 3.1 Castles and Cathedrals
  • Cathedral
  • 3.2Scientific Approach to Foundation Settlemen
  • The Test--Eureka Moment
  • 3.3 Influence of Time
  • 3.4 Amount of Settlemen
  • Void Ratio and Settlemen
  • CalculatingVoid Rati
  • 3.5 Overconsolidation and the Compression Inde
  • 3.6 Consolidation Rate- DefiningDrainage Distanc.
  • 3.7 Pore Water Pressure and Foundation Bearing Capacit
  • Field Monitoring
  • 3.8 Pore Water Pressure Dissipation and Rate of Primary
  • Consolidatio
  • 3.9 Evaluating
  • 3.10Reference Time for Percent Primary Consolidatio
  • 3.11 It?s Not Over Until It?s Over: Secondary Consolidatio
  • 3.12 First-Order Rate Equation
  • 3.13 Field Time for Secondary Consolidatio- Field Dat
  • 3.14 DefiningPreconsolidation Pressur
  • Casagrande Metho
  • Correcting for Sample Disturbanc
  • Use and Misuse of OC
  • 3.15 Lambe?s Stress Path Approach to Settlemen
  • 3.16 Differential Settlement
  • Problems with Building Addition
  • 3.17 The Other Shoe
  • Problems
  • Reference
  • Further Readin--Soils Behaving Badly
  • 4.1 Expansive Clay
  • Expansive Clay inConsolidation Tes
  • 4.2 Two Classes of Expansive Clays- TypeClays
  • TypeClayHowLayer of Expansive Clay Can Cause Trouble
  • Nature?s Color Coding
  • 4.3 Sorting Out Floodplain Clays.
  • What Makes River Floodplains Wid
  • Braided Rivers
  • Meandering River-Shift from Braided to Meanderin
  • 4.4 Floodplain Soils of Meandering Rivers
  • Oxbow Lake Clay
  • Depth and Shape of an Oxbow
  • Slack-Water or Backswamp Deposits
  • 4.5 Deep Tropical Weathering and Expansive Clay
  • 4.6Guide to Expansive Clay
  • Crystal Structure in Contro
  • 4.7 Field Evidence for Expansive Clay
  • More Bad Karma
  • 4.8 Managing Expansive Clay
  • The Chainsaw Method
  • Structural Slabs, Grade Beams, and Piles
  • Stripping off the Active Layer.
  • Observations of Strange Field Behavio
  • 4.9 The Replacement Method
  • How Does It Work?- New Rule for Control of Expansive Clay
  • Clues to Between-Layer Stacking of Water Molecule- Hypothesis
  • Why Does Clay Expansion Stop atLayers?
  • What?s inName?
  • 4.10 Chemical Stabilization of Expansive Clay with Lime
  • 4.11 Collapsible Soil
  • Delayed Collaps
  • Collapsible Alluvium
  • 4.12 Regional Changes in Properties of Wind-Deposited Soils
  • 4.13 Quick Clays!Vane Shear Does Not Just Measure Soil Cohesion
  • 4.14 Liquefaction!
  • Identifying Vulnerable Soils
  • Earthquakes, Volcanoes, and the ?Ring of Fire
  • Made Earthquakes- 4.15 Pretreatment to Prevent Liquefactio
  • 4.16 Earthquake Dynamic
  • Recurrence Intervals
  • 4.17 Quicksan
  • 4.18 Blessed Are the Computers But Will They Really
  • Inherit the Earth
  • Problems
  • Reference--Stresses in Soils.
  • 5.1 Concentrated Stresses
  • 5.2 Adapting Boussinesq Theory.
  • 5.3Snag in the Relationshi
  • 5.4 Approximating the Pressure Distributions
  • 5.5 Preloading
  • 5.6Plate Bearing Test asModel Foundatio- 5.7 PerformingPlate Bearing Test- 5.8 The Progressive Nature ofBearing Capacity Failure
  • 5.9 Plate Bearing Tests on Weathered Soil Profiles5.10 Foundation Stresses Transferred to Nearby Unyielding Walls.
  • 5.11 Strength Gains from Aging
  • Interruptions during Pile Drivin
  • 5.12Convenient Maximum Depth for Pressure Calculation
  • Problems
  • Reference--Evaluating Soil Shear Strength.
  • 6.1 Bearing Capacity and Settlement
  • 6.2 Friction
  • Friction Angle and Slope Angle- Amontons? Second Law
  • The Greek Connection
  • Coulomb?s Equation
  • 6.3 Friction Angle in Soil
  • Dilatancy in Desig- 6.4Direct Shear Test- Influence of Layering
  • The Borehole Shear Test (BST.
  • 6.5 Unconfined Compression Tes.
  • 6.6 Mohr?s Theor
  • Pore Water Pressure
  • 6.7Difficult Problem- Stage TestinLambe?s Stress Path Method.
  • What about the Intermediate Principal Stress6.8 Statistical Analysis of Test Dat
  • R2 (R squared
  • Triaxial Shear Tests- Problems
  • Reference
  • Further Readin--Shallow Foundation Bearing Capacity.
  • 7.1 Bearing Capacity versus Settlement
  • Temporary Excess Pore Water Pressure
  • Unanticipated Loadin
  • 7.2 Fair WarninTwo Kinds of Decrease in Pore Water Pressure
  • Drainage
  • Sensitive Soil
  • 7.3 Foundations on Compacted Soil Fill
  • Procedure and Performance Test
  • Cut-and-Fill7.4 Bearing Capacity Equation
  • Equation Developmen
  • 7.5 Prandtl-Terzaghi Analysis
  • Rough Base, Smooth Base
  • Meyerhof?s Modification7.6 Terzaghi Bearing Capacity Factors
  • Local Shear
  • Alternative Solutions
  • 7.7 What Is the Real Factor of Safety?
  • 7.8 Bearing Capacity in- 7.9 Eccentric Loading
  • Foundations for Retaining Wall- 7.10 Mine Collapse
  • Shallow Mines
  • Deep Mine
  • Dangers of Vertical Mineshafts
  • Longwall Minin
  • 7.11Natural History of Caverns.
  • 7.12 Frost Heave and Footing Depth- Arctic Permafros
  • Polygonal Ground- Elongated Lake
  • Some Practical Consequences.
  • Methane Release
  • 7.13 When Things Go Wron
  • Problem
  • Reference
  • Further Readin
  • The Standard Penetration Test in Foundation Engineering.
  • -- 8.1 The Empirical Approach8.2 Soil Penetration Tests
  • Selective Test Depth
  • Groundwater
  • Sample Disturbance
  • The ?Pocket Penetrometer?
  • Shelby Tube Samples
  • 8.3 SPT in SandDepth Correction
  • General Depth Correction.
  • 8.4 Soil Mechanics of the SPT
  • What Might Be Achieved by Subtracting Blow Counts
  • 8.5 The SPT Hammers? Biggest Hit- Adjusting theValu
  • 8.6 SPT ?N? Values and Settlement of Foundations on Sand-Shallow Depth Correction.
  • 8.7 Pressure Bulb Correction8.8 Bearing Capacity of Sand Based on an Estimated
  • Friction Angle
  • 8.9 Comparisons with Measured Settlement
  • 8.10 Foundation Bearing Capacities on Clay Based on SPT
  • or Unconfined Compressive Strength- Theoretical Foundation Design on Clay Based on Unconfined
  • Compressive Strengt
  • Net Bearing Pressur
  • Reducing Settlement withMat Foundation
  • Summary
  • Problem
  • Reference
  • Further Readin--Probing with Cone Penetration Tests and the
  • Marchetti Dilatometer
  • 9.1Classical Approach
  • 9.2 Pushing versus Driving
  • 9.3?Friction Ratio?
  • 9.4 Mechanical versus Electrical Cones
  • The Piezocone
  • Decision Time: What Are Advantages/Disadvantages of
  • Cone and SPT?
  • Advantages and Disadvantages of Cone TestsPiezocone and Groundwater Tabl
  • 9.5 Fracking (Hydraulic Fracturing- 9.6 Example of Cone Test Data
  • 9.7 Normalizing Cone Test Data for Test Depth- Dealing with Dimension9.8 Cone Test Data and Settlement of Foundations on Sand- 9.9 Cone Tests and Foundations on Saturated, Compressible Clay148
  • 9.10 Precaution with Empirical Relationships
  • 9.11 Time-outs for Pore Pressure Dissipation- 9.12 Supplemental Cone Test Data.
  • 9.13 The Marchetti Dilatomete
  • Preparation for Testing
  • Soil Identification
  • 9.14 Predicting Settlement
  • 9.15Key Question: How Can Lateral Yielding
  • Predict Vertical Settlement?
  • Agin
  • Dilatometer Shift in Direction of the Major Principal Stress.
  • Problems
  • Reference
  • Further Readin
  • 10 Focus on Lateral Stress.
  • 10.1 Lower Cost, More Convenient
  • 10.2 The Pressuremete
  • Soil Disturbance from Drilling
  • Self-Boring Pressuremeters
  • 10.3 Interpretation of Pressuremeter Test Dat
  • Lateral In Situ Stress
  • The Limit Pressure in Foundation Engineering--Theoretical Approach
  • Use in Desig
  • Soil Identification
  • 10.4 The Ko Stepped Blade
  • The Two-Chambered Pressure Cell
  • Test Sequenc
  • Interpretatio
  • Example
  • 10.5 Summary
  • Problems
  • Reference
  • 11 Design of Deep Foundations
  • 11.1 TransferringFoundation Load Deep to Reduce Settlemen
  • 11.2 When Pile Foundations BecameMatter of Necessity
  • 11.3 Soils and City Planning
  • Cities and Rivers
  • 11.4 Lowering of Sea Level
  • 11.5 End Bearing
  • 11.6 Pile DrivingWood Piles
  • The Science of Hammering
  • Hard Driving and Brooming of Wood Piles- No Lunch Breaks!
  • 11.7 Tension Breaks in Concrete Piles Caused by Pile Driving
  • Piles DoingU-turn
  • 11.8 The Engineering News Formula- 11.9 Pile Bearing Capacities and Load Tests
  • Strength Gains and Slow Loading
  • Anchor Requirement
  • Conduct ofTest
  • Criteria for Failur
  • Marginal Design
  • 11.10 Analyzing Hammer Blow--Wave Equation for Driven Piles
  • Pile Driving Analyzer (PDA)- Measuring Setup with PDA and Restrike
  • 11.11 Citizen Complaints- 11.12 Pile Load Capacities: End Bearing
  • End Bearing on Roc
  • Rock QualitRock SocketEnd Bearing on San--Critical Depth for End Bearing
  • 11.13 Skin Friction and Adhesion
  • Depth and Differential Movement
  • Negative Skin Friction (Adhesion)
  • End Bearing and Skin ?Friction- Uplift from Expansive Clay
  • 11.14 Drilled Shaft Foundations--Bad SceneSlow Demise of the Belled Caisso
  • 11.15 Saving Time and Money on Load Tests with
  • the Osterberg Cell
  • Representative Test Results
  • Comparisons with Top-Down Load Test
  • 11.16 Franki Pile
  • 11.17 Augercast Pile
  • Jet-Grouted Micropiles
  • 11.18 Common Piles MaterialsDefinitions ofFactor of Safety- 11.19 Preliminary Estimates for Deep Foundation
  • Bearing Capacity
  • 11.20 Pile Group Action
  • Pile Separation DistancesPile Group Action Formulas.
  • Batter Piles
  • Questions
  • Reference
  • Further Readin
  • 12 Ground Improvement.
  • 12.1 What Is Ground Improvement?- 12.2 Preloading
  • Enhancing and Monitoring the Rate of Settlement--Complex System- 12.3 CompactionVibratory Compaction
  • Deep Dynamic Compaction (DDC)
  • Blasting
  • Side Effects from Compaction.
  • 12.4 Soil Replacement or Improvement
  • Stone Columns, Aggregate, and Mixed-in-Place Piers
  • 12.5 Grout Materials
  • 12.6 Grout ?Take?
  • 12.7 Rammed Aggregate PierA ?Saw-Tooth? Stress Pattern.
  • Temporary Liquefaction
  • Tension Cracks Outside the Liquefied Zone- 12.8 Hypothesis of Friction Reversal
  • Conditioning
  • Friction Reversal and Overconsolidation
  • 12.9 Advanced Course: Application of Mohr?s TheorLateral Stress and Settlemen.
  • Is Excavation Permitted Close to RAPS?- 12.10 Further Developments
  • RAPS as Anchor Pier
  • When Soil Does Not Hold an Open Borin
  • Low-Slump Concrete Piers
  • Sand Piers
  • Questions
  • Referenc
  • Appendix: The Engineering Report and Legal Issues
  • Index.

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