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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...
| Clasificación: | Libro Electrónico |
|---|---|
| Autor principal: | |
| Formato: | Electrónico eBook |
| Idioma: | Inglés |
| Publicado: |
New York, N.Y. :
McGraw-Hill Education,
[2020]
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| Edición: | First edition. |
| Colección: | McGraw-Hill's AccessEngineering.
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| Temas: | |
| Acceso en línea: | Texto completo |
MARC
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| 010 | |z 2019944581 | ||
| 020 | |a 9781260026047 (e-ISBN) | ||
| 020 | |a 1260026043 (e-ISBN) | ||
| 020 | |a 9781260026030 (print-ISBN) | ||
| 020 | |a 1260026035 (print-ISBN) | ||
| 035 | |a (OCoLC)1153195717 | ||
| 040 | |a IN-ChSCO |b eng |e rda | ||
| 041 | 0 | |a eng | |
| 050 | 4 | |a TA775 | |
| 072 | 7 | |a TEC |x 009020 |2 bisacsh | |
| 082 | 0 | 4 | |a 624.15 |2 23 |
| 100 | 1 | |a Handy, Richard L., |e author. | |
| 245 | 1 | 0 | |a Foundation Engineering : |b Geotechnical Principles and Practical Applications / |c Richard L. Handy. |
| 250 | |a First edition. | ||
| 264 | 1 | |a New York, N.Y. : |b McGraw-Hill Education, |c [2020] | |
| 264 | 4 | |c ?2020 | |
| 300 | |a 1 online resource (240 pages) : |b 200 illustrations. | ||
| 336 | |a text |2 rdacontent | ||
| 337 | |a computer |2 rdamedia | ||
| 338 | |a online resource |2 rdacarrier | ||
| 490 | 1 | |a McGraw-Hill's AccessEngineering | |
| 504 | |a Includes bibliographical references and index. | ||
| 505 | 0 | |a 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. | |
| 505 | 0 | |a -- 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. | |
| 520 | 0 | |a "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 modification technologies, engineer and build effective foundations, and monitor performance and safety. Written by a recognized expert in the field, the book covers both shallow and deep foundations. Real-world case studies and practice problems help reinforce key information."--Publisher's description. | |
| 530 | |a Also available in print edition. | ||
| 533 | |a Electronic reproduction. |b New York, N.Y. : |c McGraw Hill, |d 2020. |n Mode of access: World Wide Web. |n System requirements: Web browser. |n Access may be restricted to users at subscribing institutions. | ||
| 538 | |a Mode of access: Internet via World Wide Web. | ||
| 546 | |a In English. | ||
| 588 | |a Description based on e-Publication PDF. | ||
| 650 | 0 | |a Foundations. | |
| 650 | 0 | |a Civil engineering. | |
| 650 | 0 | |a Engineering geology. | |
| 650 | 7 | |a TECHNOLOGY & ENGINEERING / Civil / General |2 bisacsh. | |
| 655 | 0 | |a Electronic books. | |
| 776 | 0 | |i Print version: |t Foundation Engineering : Geotechnical Principles and Practical Applications. |b First edition. |d New York, N.Y. : McGraw-Hill Education, 2020 |w (OCoLC)1114851422 | |
| 830 | 0 | |a McGraw-Hill's AccessEngineering. | |
| 856 | 4 | 0 | |u https://accessengineeringlibrary.uam.elogim.com/content/book/9781260026030 |z Texto completo |