(Ebook) Soil Mechanics Fundamentals and Applications 2nd Edition by Isao Ishibashi, Hemanta Hazarika ISBN 9781482250411 1482250411

(Ebook) Soil Mechanics Fundamentals and Applications 2nd Edition by Isao Ishibashi, Hemanta Hazarika ISBN 9781482250411 1482250411

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ISBN 10: 1482250411
ISBN 13: 9781482250411
Author: Isao Ishibashi, Hemanta Hazarika

(Ebook) Soil Mechanics Fundamentals and Applications 2nd Edition Table of contents:

1 Introduction

1.1 SOIL MECHANICS AND RELATED FIELDS

1.2 BIOGRAPHY OF DR. KARL VON TERZAGHI

FIGURE 1.1 Karl von Terzaghi at age 43.

1.3 UNIQUENESS OF SOILS

1.4 APPROACHES TO SOIL MECHANICS PROBLEMS

1.5 EXAMPLES OF SOIL MECHANICS PROBLEMS

1.5.1 Leaning Tower of Pisa

1.5.2 Sinking of Kansai International Airport

FIGURE 1.2 Leaning tower of Pisa.

FIGURE 1.3 Lead counterweight.

FIGURE 1.4 Kansai International Airport during phase II construction in 2002.

1.5.3 Liquefaction—Sand Becomes Liquid during Earthquake

FIGURE 1.5 Building tilt and settlement due to liquefaction during the 1964 Niigata earthquake.

REFERENCES

2 Physical Properties of Soils

2.1 INTRODUCTION

2.2 ORIGIN OF SOILS

FIGURE 2.1 Rock cycle.

2.3 SOIL PARTICLE SHAPES

FIGURE 2.2 Soil's angularity.

FIGURE 2.3 Scanned electron microscope (SEM) picture of clay particle assembly (Hai-Phong, Vietnam, clay: 50% kaolinite and 50% illite).

2.4 DEFINITIONS OF TERMS WITH THREE-PHASE DIAGRAM

FIGURE 2.4 Three-phase diagram of soil.

FIGURE 2.5 Relationship between porosity, n and void ratio, e.

Exercise 2.1

SOLUTION

FIGURE 2.6 Exercise 2.1.

Exercise 2.2

SOLUTION (A)

SOLUTION (B)

FIGURE 2.7 Exercise 2.2.

Exercise 2.3

SOLUTION

FIGURE 2.8 Exercise 2.3.

2.5 PARTICLE SIZE AND GRADATION

FIGURE 2.9 Soil names with grain sizes.

TABLE 2.1 US Standard Sieve Numbers and Openings

TABLE 2.2 Example Computation of Sieve Analysis

FIGURE 2.10 Hydrometer test setup.

TABLE 2.3 Example of Hydrometer Test Result

FIGURE 2.11 Combined grain size analysis.

FIGURE 2.12 Grain size distribution curve.

FIGURE 2.13 Various grain size distribution curves.

2.6 SUMMARY

REFERENCES

Problems

3 Clays and Their Behavior

3.1 INTRODUCTION

3.2 CLAY MINERALS

FIGURE 3.1 Silica and aluminum sheets.

3.2.1 Kaolinite Clay

3.2.2 Montmorillonite Clay

FIGURE 3.2 Kaolinite clay formation.

FIGURE 3.3 Electron photomicrograph of kaolinite clay.

FIGURE 3.4 Montmorillonite clay formation.

FIGURE 3.5 Electron photomicrograph of montmorillonite clay.

3.2.3 Illite Clay

FIGURE 3.6 Illite clay formation.

FIGURE 3.7 Electron photomicrograph of illite clay.

3.3 CLAY SHAPES AND SURFACE AREAS

TABLE 3.1 Comparison of Shapes and Surface Areas of Clays and Clay-Size Particles

3.4 SURFACE CHARGE OF CLAY PARTICLES

3.5 CLAY–WATER SYSTEMS

FIGURE 3.8 Probable mechanism of breaking link of kaolinite clay.

FIGURE 3.9 A clay particle in water (unit micelle).

FIGURE 3.10 Water molecule as a dipole.

3.6 INTERACTION OF CLAY PARTICLES

FIGURE 3.11 Principle of electro-osmosis.

3.6.1 Van der Waal's Force (Attractive)

3.6.2 Dipole–Cation–Dipole Attraction

3.6.3 Cation Linkage (Attractive)

3.6.4 Cation–Cation Repulsive Force

3.6.5 Anion–Anion Repulsive Force

FIGURE 3.12 Interactive forces between clay particles.

FIGURE 3.13 Interactive forces versus parallel particle spacing.

3.7 CLAY STRUCTURES

FIGURE 3.14 Final clay structure with particles’ interactive and external forces.

FIGURE 3.15 Clay structures.

3.8 ATTERBERG LIMITS AND INDICES

FIGURE 3.16 Phase change of clay with water content.

FIGURE 3.17 Definition of shrinkage limit.

FIGURE 3.18 Clay particles with adsorbed water layers in water.

FIGURE 3.19 Liquid limit apparatus.

FIGURE 3.20 Flow curve to determine liquid limit.

FIGURE 3.21 Plastic limit determination.

TABLE 3.2 Atterberg Limits and Plasticity Index of Clay Minerals

3.9 ACTIVITY

FIGURE 3.22 Relationship between percentage fraction (≤ 2 mm) of clay and plasticity index.

TABLE 3.3 Activities for Various Clay Minerals

FIGURE 3.23 Classification chart for swelling potential.

3.10 SWELLING AND SHRINKAGE OF CLAYS

3.11 SENSITIVITY AND QUICK CLAY

TABLE 3.4 Typical Values of Sensitivity

FIGURE 3.24 Relationship between liquidity index and sensitivity.

FIGURE 3.25 Quick clay before and after remolding.

3.12 CLAY VERSUS SAND

TABLE 3.5 Comparisons between Clay and Sand

3.13 SUMMARY

REFERENCES

Problems

4 Soil Classification

4.1 INTRODUCTION

4.2 UNIFIED SOIL CLASSIFICATION SYSTEM (USCS)

FIGURE 4.1 Definitions of F200, R200, F40, F4, and R4.

FIGURE 4.2 Flow chart for USCS.

4.2.1 For G or S

4.2.2 For C, M, O, or Pt

FIGURE 4.3 Plasticity chart for USCS.

4.3 AASHTO CLASSIFICATION SYSTEM

TABLE 4.1 USCS Group and Its Relation to Various Engineering Properties

FIGURE 4.4 Typical road pavement systems.

Exercise 4.1

SOLUTION

TABLE 4.2 Classification of Soils and Soil Aggregate Mixtures

FIGURE 4.5 Gradation curve for Exercise 4.1.

(A) USCS Method

(B) AASHTO Method

4.4 SUMMARY

REFERENCES

Problems

5 Compaction

5.1 INTRODUCTION

5.2 RELATIVE DENSITY

TABLE 5.1 Relative Density with Soil Parameters

FIGURE 5.1 Maximum and minimum void ratio determination.

5.3 LABORATORY COMPACTION TEST

5.3.1 Standard Proctor Test Procedure

FIGURE 5.2 Standard Proctor compaction device.

5.3.2 Compaction Curve

TABLE 5.2 Example Computation of Compaction Test Data

FIGURE 5.3 Example compaction curve.

5.3.3 Zero Air Void Curve

FIGURE 5.4 Compaction curve with various S (degree of saturation) values.

5.3.4 Compaction Energy

TABLE 5.3 Various Compaction Energies in Laboratory Tests

FIGURE 5.5 Compaction curves with various compaction energies.

5.4 SPECIFICATION OF COMPACTION IN THE FIELD

TABLE 5.4 Tentative Requirements for Compaction Based on USCS

Exercise 5.1

SOLUTION

FIGURE 5.6 Solution to Exercise 5.1.

5.5 FIELD COMPACTION METHODS

5.5.1 Compaction Equipment

FIGURE 5.7 Field compaction equipments.

TABLE 5.5 Soil Compaction Characteristics and Recommended Equipment

FIGURE 5.8 Effect of field compaction with depth and number of passes.

5.5.2 Dynamic Compaction

FIGURE 5.9 Dynamic compaction.

5.6 FIELD DENSITY DETERMINATIONS

5.6.1 Sand Cone Method

FIGURE 5.10 Sand cone method.

Exercise 5.2

SOLUTION

5.6.2 Other Field Density Methods

5.7 CALIFORNIA BEARING RATIO TEST

FIGURE 5.11 California Bearing Ratio (CBR) test device.

5.8 SUMMARY

REFERENCES

Problems

6 Flow of Water through Soils

6.1 INTRODUCTION

6.2 HYDRAULIC HEADS AND WATER FLOW

FIGURE 6.1 Water flow through a pipe.

TABLE 6.1 Heads hz, hp, and ht at Various Points in Figure 6.1

FIGURE 6.2 Frictional energy loss around particles due to water flow.

6.3 DARCY's EQUATION

Exercise 6.1

SOLUTION

FIGURE 6.3 Exercise 6.1 problem.

TABLE 6.2 Heads, hz, ht, and hp at Various Points in Figure 6.3

FIGURE 6.4 Solution to Exercise 6.1.

6.4 COEFFICIENT OF PERMEABILITY

6.4.1 Hazen's Formula

TABLE 6.3 Typical Coefficient of Permeability k Values for Different Soils

6.4.2 Chapuis's Formula

6.4.3 Kozeny and Carman's Formula

6.5 LABORATORY DETERMINATION OF COEFFICIENT OF PERMEABILITY

6.5.1 Constant Head Permeability Test

FIGURE 6.5 Constant head permeability test.

6.5.2 Falling Head Permeability Test

FIGURE 6.6 Falling head permeability test.

6.6 FIELD DETERMINATION OF COEFFICIENT OF PERMEABILITY

6.6.1 Unconfined Permeable Layer Underlain by Impervious Layer

6.6.2 Confined Aquifer

FIGURE 6.7 Field permeability test for unconfined permeable layer underlain by the impervious layer.

FIGURE 6.8 Field permeability test for confined aquifer.

6.7 FLOW NET

6.7.1 One-Dimensional Flow Net

FIGURE 6.9 One-dimensional flow net concept.

6.7.2 Flow Net for Two-Dimensional Problems with Isotropic Soils

FIGURE 6.10 Flow net construction.

FIGURE 6.11 Acceptable near-squares in flow net construction.

FIGURE 6.12 Completion of flow net construction.

6.7.3 Pressure Heads in Flow Net

FIGURE 6.13 Examples of flow net for dams.

FIGURE 6.14 Pressure heads in flow net.

6.8 BOUNDARY WATER PRESSURES

FIGURE 6.15 Boundary water pressure problems.

FIGURE 6.16 Boundary pressure head computation.

TABLE 6.4 Computation of Heads and Water Pressure for Figure 6.16

FIGURE 6.17 Pressure distribution along sheet pile.

Exercise 6.2

SOLUTION

FIGURE 6.18 Exercise 6.2 problem.

FIGURE 6.19 Solution to Exercise 6.2.

TABLE 6.5 Computation of Heads and Water Pressure for Figure 6.19

TABLE 6.6 Computation of Forces and Moments from Pressure Distribution in Figure 6.19

6.9 SUMMARY

REFERENCES

Problems

7 Effective Stress

7.1 INTRODUCTION

7.2 TOTAL STRESS VERSUS EFFECTIVE STRESS

7.3 EFFECTIVE STRESS COMPUTATIONS IN SOIL MASS

FIGURE 7.1 Interparticle stresses in particle assemblage.

FIGURE 7.2 Terzaghi's effective stress model.

7.3.1 Dry Soil Layers

FIGURE 7.3 Effective stress computation for dry soil layers.

7.3.2 Soil Layers with Steady Water Table

FIGURE 7.4 Effective stress computation for dry and wet soil layers.

FIGURE 7.5 Exercise 7.1 problem.

Exercise 7.1

SOLUTION

7.3.3 Totally Submerged Soil Layers

Exercise 7.2

SOLUTION

FIGURE 7.6 Effective stress computation for underwater soil layers.

7.4 EFFECTIVE STRESS CHANGE DUE TO WATER TABLE CHANGE

Exercise 7.3

SOLUTION

FIGURE 7.7 Exercise 7.3 problem.

7.5 CAPILLARY RISE AND EFFECTIVE STRESS

FIGURE 7.8 Capillary rise.

TABLE 7.1 Approximate Capillary Rise in Different Soils

FIGURE 7.9 Surface tension between particles.

Exercise 7.4

FIGURE 7.10 Effective stress computation with capillary tension.

SOLUTION

7.6 EFFECTIVE STRESS WITH WATER FLOW

FIGURE 7.11 Upward seepage force.

FIGURE 7.12 Water pressure with upward seepage flow.

FIGURE 7.13 Critical section for quicksand on cut-off sheet pile.

7.7 QUICKSAND (SAND BOILING)

Exercise 7.5

FIGURE 7.14 Exercise 7.5 problem.

FIGURE 7.15 Enlarged picture of Terzaghi's quicksand computation zone.

SOLUTION

7.8 HEAVE OF CLAY DUE TO EXCAVATION

7.8.1 Dry Excavation

FIGURE 7.16 Heave of clay (dry excavation).

Exercise 7.6

SOLUTION

7.8.2 Wet Excavation

FIGURE 7.17 Heave of clay (wet excavation).

Exercise 7.7

SOLUTION

7.9 SUMMARY

REFERENCES

Problems

8 Stress Increments in Soil Mass

8.1 INTRODUCTION

8.2 2:1 APPROXIMATE SLOPE METHOD

FIGURE 8.1 Vertical stress increment by approximate 2:1 slope method.

Exercise 8.1

SOLUTION

TABLE 8.1 Δσv by 2:1 Slope Method

FIGURE 8.2 Δσv distribution (Exercise 8.1).

8.3 VERTICAL STRESS INCREMENT DUE TO A POINT LOAD

FIGURE 8.3 Boussinesq's point load problem.

TABLE 8.2 Influence Factor I1 by Equation (8.3) (Boussinesq's Point Load)

FIGURE 8.4 Influence factor, I1 versus r/z (point load).

Exercise 8.2

SOLUTION

TABLE 8.3 Δσv Computation under a Point Load

FIGURE 8.5 Δσv distributions under a point load (Exercise 8.2).

8.4 VERTICAL STRESS INCREMENT DUE TO A LINE LOAD

FIGURE 8.6 Vertical stress increment due to a line load.

TABLE 8.4 Influence Factor I2 by Equation (8.5) (Line Load)

8.5 VERTICAL STRESS INCREMENT DUE TO A STRIP LOAD

FIGURE 8.7 Vertical stress increment due to a strip load.

FIGURE 8.8 Influence factor I3.

TABLE 8.5 Influence Factor I3 by Equation (8.6) (Strip Load)

Exercise 8.3

SOLUTION

TABLE 8.6 Computation for Exercise 8.3

FIGURE 8.9 Solution for Exercise 8.3.

8.6 VERTICAL STRESS INCREMENT UNDER A CIRCULAR FOOTING

FIGURE 8.10 Δσv under the center of circular footing.

TABLE 8.7 Influence Factor I4 by Equation (8.9) (Circular Load)

FIGURE 8.11 Influence factor I4.

8.7 VERTICAL STRESS INCREMENT UNDER AN EMBANKMENT LOAD

FIGURE 8.12 Vertical stress increment under a half embankment load.

Exercise 8.4

SOLUTION

TABLE 8.8 Influence Factor I5 by Equation (8.11) (Half Embankment Load)

FIGURE 8.13 Influence factor I5.

FIGURE 8.14 Exercise 8.4 problem.

FIGURE 8.15 Superposition to solve Exercise 8.4(b).

8.8 VERTICAL STRESS INCREMENT UNDER CORNER OF RECTANGULAR FOOTING

FIGURE 8.16 Δσv under the corner of rectangular footing.

TABLE 8.9 Influence Factor I6 by Equation (8.15) (Under Corner of Rectangular Footing)

FIGURE 8.17 Influence factor I6.

FIGURE 8.18 Δσv computations under various points of footings.

Exercise 8.5

SOLUTION

FIGURE 8.19 Exercise 8.5 problem.

8.9 VERTICAL STRESS INCREMENT UNDER IRREGULARLY SHAPED FOOTING

FIGURE 8.20 Construction of Newmark's influence chart.

FIGURE 8.21 Influence chart.

Exercise 8.6

SOLUTION

FIGURE 8.22 Uniformly loaded footing for Exercise 8.6.

FIGURE 8.23 Solution for Exercise 8.6.

8.10 SUMMARY

REFERENCES

Problems

9 Settlements

9.1 INTRODUCTION

9.2 ELASTIC SETTLEMENTS

FIGURE 9.1 Flexible and rigid footings on elastic half-space media.

TABLE 9.1 Modification Factor Cd in Equation (9.2)

Exercise 9.1

SOLUTION

TABLE 9.2 Ranges of Poisson's Ratios of Soils

TABLE 9.3 Ranges of Modulus of Elasticity of Soils

9.3 PRIMARY CONSOLIDATION SETTLEMENT

9.4 ONE-DIMENSIONAL PRIMARY CONSOLIDATION MODEL

FIGURE 9.2 Terzaghi's one-dimensional primary consolidation model.

9.5 TERZAGHI's CONSOLIDATION THEORY

FIGURE 9.3 Three-phase model for consolidation process.

FIGURE 9.4 Vertical water flow through a square tube (1 × 1 × dz).

FIGURE 9.5 Initial and boundary conditions for the consolidation equation.

FIGURE 9.6 Settlement computation model.

TABLE 9.4 Relationships between U and Tv

FIGURE 9.7 U versus Tv relationship.

Exercise 9.2

SOLUTION

Exercise 9.3

SOLUTION

9.6 LABORATORY CONSOLIDATION TEST

FIGURE 9.8 Consolidation test setup.

9.7 Determination of Cv

9.7.1 Log t Method

TABLE 9.5 Sample Consolidation Test Data, δv and t (σ = 1566 kPa)

FIGURE 9.9 Log t method.

9.7.2 Method

FIGURE 9.10 method.

9.8 e-LOG σ CURVE

Exercise 9.4

SOLUTION

TABLE 9.6 Example of e-log σ Curve Analysis

FIGURE 9.11 e-log σ curve.

TABLE 9.7 Typical Values of Compression Index Cc

9.9 NORMALLY CONSOLIDATED AND OVERCONSOLIDATED SOILS

FIGURE 9.12 Casagrande's preconsolidation stress determination.

FIGURE 9.13 e-log σ curve for normally consolidated soils.

FIGURE 9.14 e-log σ curve for overconsolidated soils.

Exercise 9.5

SOLUTION

9.10 FINAL CONSOLIDATION SETTLEMENT FOR THIN CLAY LAYER

9.10.1 Normally Consolidated Soils

FIGURE 9.15 Consolidation settlement computation for a thin single clay layer.

FIGURE 9.16 Settlement computation for normally consolidated soils.

FIGURE 9.17 Settlement computation for overconsolidated soils.

9.10.2 Overconsolidated Soils

Exercise 9.6

FIGURE 9.18 Exercise 9.6 problem.

SOLUTION

9.11 CONSOLIDATION SETTLEMENT FOR MULTILAYERS OR A THICK CLAY LAYER

FIGURE 9.19 Consolidation settlement computation for multilayers or a thick layer.

Exercise 9.7

FIGURE 9.20 Exercise 9.7 problem.

FIGURE 9.21 e-log σ curve for Exercise 9.7.

SOLUTION

FIGURE 9.22 Enlarged curve of Figure 9.21.

TABLE 9.8 Settlement Computation for Thick or Multi-Clay Layers

9.12 SUMMARY OF PRIMARY CONSOLIDATION COMPUTATIONS

9.12.1 The “How Much” Problem

9.12.2 The “How Soon” Problem (Rate Problem)

9.13 SECONDARY COMPRESSION

FIGURE 9.23 Secondary compression curve.

Exercise 9.8

SOLUTION

FIGURE 9.24 Exercise 9.8 (e-log t curve).

9.14 ALLOWABLE SETTLEMENT

TABLE 9.9 Guidance for Allowable Settlement

9.15 GROUND-IMPROVING TECHNIQUES AGAINST CONSOLIDATION SETTLEMENT

9.15.1 Vertical Drain (Paper Drain, Wick Drain, and Sand Drain) Techniques

FIGURE 9.25 Principle of vertical drain (paper, wick, and sand drain) techniques.

FIGURE 9.26 Wick drain.

9.15.2 Preloading Technique

9.15.3 Vacuum Consolidation Technique

FIGURE 9.27 Principle of preloading technique.

9.16 SUMMARY

REFERENCES

Problems

10 Mohr's Circle in Soil Mechanics

10.1 INTRODUCTION

10.2 CONCEPT OF MOHR's CIRCLE

10.3 STRESS TRANSFORMATION

FIGURE 10.1 Mohr's circle concept.

FIGURE 10.2 Stresses on an infinitesimal element.

FIGURE 10.3 Major and minor principal stresses and corresponding planes.

Exercise 10.1

Solution

FIGURE 10.4 Exercise 10.1 problem.

10.4 MOHR's CIRCLE CONSTRUCTION

FIGURE 10.5 Mohr's circle construction (1).

FIGURE 10.6 Mohr's circle construction (2).

Exercise 10.2

SOLUTION

FIGURE 10.7 Exercise 10.2 problem and solution.

10.5 SIGN CONVENTION OF SHEAR STRESS

FIGURE 10.8 Sign convention of shear stresses.

10.6 POLE (ORIGIN OF PLANES) OF MOHR's CIRCLE

Exercise 10.3

FIGURE 10.9 Determination of the pole.

FIGURE 10.10 Exercise 10.3 (proof of the pole method).

SOLUTION

Exercise 10.4

Solution

Exercise 10.5

Solution

FIGURE 10.11 Exercise 10.4 problem and solution.

FIGURE 10.12 Exercise 10.5 problem and solution.

Exercise 10.6

SOLUTION

FIGURE 10.13 Exercise 10.6 problem and solution.

10.7 SUMMARY OF USAGE OF MOHR's CIRCLE AND POLE

10.8 EXAMPLES OF USAGE OF MOHR's CIRCLE AND POLE IN SOIL MECHANICS

10.8.1 Shear Failure Direction on Soil Specimen

FIGURE 10.14 Directions of shear failure in triaxial compression test.

FIGURE 10.15 Failure zone in Rankine's active earth pressure theory.

10.8.2 Failure Zone in Rankine's Lateral Earth Pressure Theory

10.9 SUMMARY

REFERENCE

Problems

11 Shear Strength of Soils

11.1 INTRODUCTION

11.2 FAILURE CRITERIA

FIGURE 11.1 Shearing in soil mass.

FIGURE 11.2 Failure criteria.

FIGURE 11.3 Deep earth and high normal stress problem.

11.3 DIRECT SHEAR TEST

FIGURE 11.4 Direct shear test setup.

FIGURE 11.5 Direct shear test result.

FIGURE 11.6 Dilatancy model.

FIGURE 11.7 Shear stress–deformation and void ratio for loose to dense soils.

FIGURE 11.8 Determination of j and c from direct shear tests.

11.4 UNCONFINED COMPRESSION TEST

FIGURE 11.9 Unconfined compression test setup.

FIGURE 11.10 Unconfined compression test result.

FIGURE 11.11 Determination of Cu from unconfined compression test.

11.5 TRIAXIAL COMPRESSION TEST

11.5.1 General Concept and Test Setup

FIGURE 11.12 Triaxial stresses on a cylindrical specimen.

FIGURE 11.13 A typical triaxial test setup.

FIGURE 11.14 Free body diagram of triaxial specimen.

Exercise 11.1

SOLUTION

FIGURE 11.15 Exercise 11.1 problem (results from triaxial tests).

FIGURE 11.16 Exercise 11.1 (determination of ϕ and c).

11.5.2 Initial Consolidation Process and Drainage Condition during Shear

11.5.3 Consolidated Drained (CD) Triaxial Test

FIGURE 11.17 Failure envelope from CD test for normally consolidated soils.

FIGURE 11.18 Failure envelope from CD test for overconsolidated soils.

FIGURE 11.19 Failure envelope from CD test for full range of consolidation stresses.

FIGURE 11.20 e-log σ′ curve from consolidation test.

11.5.4 Consolidated Undrained (CU) Triaxial Test with Pore Water Pressure Measurement

FIGURE 11.21 Total stress and effective stress analyses from CU test.

Exercise 11.2

SOLUTION

FIGURE 11.22 Exercise 11.2 problem (results from CU tests).

FIGURE 11.23 Exercise 11.2 (determination of c, φ and c′, φ′).

FIGURE 11.24 Failure envelopes from CU test for full range of consolidation stresses.

11.5.5 Effective Stress Parameters from CU and CD Tests

Exercise 11.3

SOLUTION

FIGURE 11.25 Exercise 11.3 solution.

11.5.6 Unconsolidated Undrained (UU) Test

FIGURE 11.26 UU test results and ϕ = 0 concept.

11.6 OTHER SHEAR TEST DEVICES

11.6.1 Vane Shear Device

FIGURE 11.27 Vane shear test device.

11.6.2 Tor-Vane Shear Test

11.6.3 Pocket Penetrometer

FIGURE 11.28 Tor-vane shear test device.

FIGURE 11.29 Pocket penetrometer.

11.7 SUMMARY OF STRENGTH PARAMETERS FOR SATURATED CLAYS

11.7.1 UU Test

11.7.2 CD Test and CU Test (Effective Stress)

11.7.3 CU Test (Total Stress)

TABLE 11.1 Shear Strength Parameters from Different Shear Tests

11.8 APPLICATIONS OF STRENGTH PARAMETERS FROM CD, CU, AND UU TESTS TO IN-SITU CASES

11.8.1 Construction of Embankment on Soft Clay Soil at Once (UU Case)

11.8.2 Foundation Design for Rapidly Constructed Superstructures

11.8.3 Staged Construction of Embankment on Soft Clay (CU Case)

FIGURE 11.30 Quick construction of embankment on soft clay.

FIGURE 11.31 Construction of a footing in a short period of time.

FIGURE 11.32 Staged construction of embankment on soft clay.

11.8.4 Stability of Cut Slope (CD Case)

FIGURE 11.33 Cut-slope and potential slope failure.

11.9 STRENGTH PARAMETERS FOR GRANULAR SOILS

TABLE 11.2 Typical Ranges of Angle of Internal Friction φ for Sandy Soils

FIGURE 11.34 Curved failure envelope for granular soils.

11.10 DIRECTION OF FAILURE PLANES ON SHEARED SPECIMEN

FIGURE 11.35 Directions of failure planes in triaxial specimen.

FIGURE 11.36 Analytical solution of failure plane direction.

FIGURE 11.37 Questionable failure plane direction based on total stress Mohr's circle.

Exercise 11.4

SOLUTION

FIGURE 11.38 Exercise 11.4 solution.

11.11 SUMMARY

REFERENCES

Problems

12 Lateral Earth Pressure

12.1 INTRODUCTION

12.2 AT-REST, ACTIVE, AND PASSIVE PRESSURES

FIGURE 12.1 Lateral earth pressure against an underground wall.

FIGURE 12.2 Coefficient of lateral earth pressure K versus wall movement.

12.3 AT-REST EARTH PRESSURE

12.3.1 Elastic Solution

12.3.2 Empirical Formulae

Exercise 12.1

SOLUTION

FIGURE 12.3 Lateral earth and water pressure distributions against basement wall.

12.4 RANKINE's LATERAL EARTH PRESSURE THEORY

12.4.1 Active Case

FIGURE 12.4 Rankine's active earth pressure development.

FIGURE 12.5 Mohr's circle at active failures of soil mass.

FIGURE 12.6 Potential active failure lines in soil mass.

FIGURE 12.7 Rankine's active earth pressure distribution (c = 0).

FIGURE 12.8 Rankine's active earth pressure distribution (c ≠ 0).

12.4.2 Passive Case

FIGURE 12.9 Rankine's passive earth pressure development.

FIGURE 12.10 Mohr's circle at passive failures of soil mass.

FIGURE 12.11 Potential passive failure lines in soil mass.

FIGURE 12.12 Rankine's passive earth pressure distribution (c = 0).

FIGURE 12.13 Rankin's passive earth pressure distribution (c ≠ 0).

12.4.3 Summary of Rankine's Pressure Distributions

FIGURE 12.14 Lateral earth pressure distribution of dry backfill with c = 0.

FIGURE 12.15 Lateral earth pressure distribution with water table with c = 0.

FIGURE 12.16 Lateral earth pressure distribution with two backfill soils with c = 0.

FIGURE 12.17 Lateral earth pressure distributions with two backfill soils with c ≠ 0.

Exercise 12.2

SOLUTION

FIGURE 12.18 Exercise 12.2 problem.

FIGURE 12.19 Active earth and water pressure distributions against the wall.

12.5 COULOMB's EARTH PRESSURE

12.5.1 Active Case

FIGURE 12.20 Coulomb's active earth pressure.

FIGURE 12.21 Active earth pressure determination by trials.

12.5.2 Passive Case

TABLE 12.1 Coulomb's Ka Values for θ = 0 and α = 0 with δ = ½φ and ⅔φ by Equation (12.37)

FIGURE 12.22 Ka with δ = ½φ and ⅔φ (α = 0 and θ = 0).

FIGURE 12.23 Coulomb's passive earth pressure.

12.5.3 Coulomb's Lateral Pressure Distribution

TABLE 12.2 Coulomb's Kp Values for θ = 0 and α = 0 with δ = ½φ and ⅔φ by Equation (12.39)

FIGURE 12.24 Kp with δ = ½φ and ⅔φ (α = 0 and θ = 0).

FIGURE 12.25 Coulomb's assumed lateral pressure distributions.

12.6 LATERAL EARTH PRESSURE DUE TO SURCHARGE LOAD

12.6.1 Due to Infinitely Long Uniform Surcharge Load

12.6.2 Due to Point Load (Non-Yielding Wall)

FIGURE 12.26 Lateral earth pressure due to uniform surcharge load.

FIGURE 12.27 Boussinesq's lateral stress on a non-yielding wall due to a point load.

12.6.3 Due to Line Load (Non-Yielding Wall)

Exercise 12.3

SOLUTION

FIGURE 12.28 Boussinesq's lateral stress on a non-yielding wall due to a line load.

FIGURE 12.29 Lateral earth pressure against a non-yielding wall due to line load.

12.6.4 Due to Strip Load (Non-Yielding Wall)

Exercise 12.4

FIGURE 12.30 Boussinesq's lateral stress against a non-yielding wall due to strip load.

SOLUTION

TABLE 12.3 Solution to Exercise 12.4

FIGURE 12.31 Lateral earth pressure against a non-yielding wall due to strip load.

12.7 COULOMB, RANKINE, OR OTHER PRESSURES?

FIGURE 12.32 Various lateral earth pressure problems.

FIGURE 12.33 Different pressure distributions with different wall failure modes.

12.8 SUMMARY

REFERENCES

Problems

13 Site Exploration

13.1 INTRODUCTION

13.2 SITE EXPLORATION PROGRAM

13.3 GEOPHYSICAL METHODS

13.3.1 Ground Penetration Radar Survey

13.3.2 Seismic Surveys

FIGURE 13.1 Seismic surveys.

13.4 BOREHOLE DRILLING

13.4.1 Number of Borings

TABLE 13.1 Guideline for Spacing of Borings

TABLE 13.2 Guideline for Minimum Number of Boreholes

13.4.2 Depth of Boreholes

13.5 STANDARD PENETRATION TEST

FIGURE 13.2 Schematic diagram of an SPT split-spoon sampler.

FIGURE 13.3 Recovered specimen in an SPT split-spoon sampler.

TABLE 13.3 Energy Efficiencies of SPT Hammers

TABLE 13.4 Borehole Diameter, Sampler, and Rod Length Correction Factors

13.6 UNDISTURBED SOIL SAMPLERS

FIGURE 13.4 Schematic diagram of a piston sampler.

13.7 GROUNDWATER MONITORING

13.8 CONE PENETRATION TEST

FIGURE 13.5 Typical cone penetrometer (piezocone).

FIGURE 13.6 An example of CPT (piezocone) data.

FIGURE 13.7 Simplified soil classification chart based on CPT data.

13.9 OTHER IN-SITU TESTS

13.9.1 Vane Shear Test

13.9.2 Pressuremeter Test

13.9.3 Dilatometer Test

FIGURE 13.8 Pressuremeter.

FIGURE 13.9 Flat plate dilatometer.

13.10 SUMMARY

REFERENCES

14 Bearing Capacity and Shallow Foundations

14.1 INTRODUCTION

14.2 TERZAGHI's BEARING CAPACITY THEORY

FIGURE 14.1 Terzaghi's bearing capacity model.

14.3 GENERALIZED BEARING CAPACITY EQUATION

TABLE 14.1 Bearing Capacity Factors by Meyerhof

14.3.1 Shape Factors fcs, fqs, fγs

FIGURE 14.2 Bearing capacity factors Nc, Nq, and Nγ.

14.3.2 Depth Factors fcd, fqd, fγd

14.3.3 Inclination Factors fci, fqi, fγi

Exercise 14.1

FIGURE 14.3 Footing for Exercise 14.1.

SOLUTION

Exercise 14.2

SOLUTION

Exercise 14.3

SOLUTION

Exercise 14.4

SOLUTION

14.4 CORRECTION DUE TO WATER TABLE ELEVATION

FIGURE 14.4 Effect of water table elevation on bearing capacity equations.

Exercise 14.5

SOLUTION

14.5 GROSS VERSUS NET BEARING CAPACITY

FIGURE 14.5 Gross and net bearing capacities.

14.6 FACTOR OF SAFETY ON BEARING CAPACITY

14.6.1 F.S. for Gross Bearing Capacity

14.6.2 F.S. for Strength Parameters

14.7 SHALLOW FOUNDATION DESIGN

14.7.1 Footing Depth

14.7.2 Design Method

Exercise 14.6

SOLUTION

FIGURE 14.6 Exercise 14.6 problem.

14.8 SUMMARY

REFERENCES

Problems

15 Deep Foundations

15.1 INTRODUCTION

15.2 TYPES OF PILES

15.3 LOAD CARRYING CAPACITY BY STATIC ANALYTICAL METHODS

FIGURE 15.1 Shapes and materials of piles. (a) straight non-reinforced concrete pile, (b) straight reinforced concrete pile, (c) tapered pile, (d) uncased Franki pile, (e) concrete pile with enlarged base, (f) steel pipe pile, (g) steel H-section pile, (h) concrete-filled steel pipe pile.

TABLE 15.1 Typical Length and Load Capacity of Various Piles

FIGURE 15.2 Load transfer mechanism of pile.

FIGURE 15.3 Types of piles; (a) tip bearing piles, (b) friction pile, (c) combination.

FIGURE 15.4 Bearing capacity failure at pile tip.

15.3.1 Tip Area Ap and Perimeter of Pile “p”

FIGURE 15.5 Modified bearing capacity factors.

FIGURE 15.6 Plugged piles.

Exercise 15.1

SOLUTION

15.4 STATIC PILE CAPACITY ON SANDY SOILS

15.4.1 Tip Resistance

15.4.2 Skin Friction Resistance

TABLE 15.2 Typical δ/φ′ Values

TABLE 15.3 Typical K/Ko Values

Exercise 15.2

SOLUTION

TABLE 15.4 Unit Skin Friction f with Depth

FIGURE 15.7 Unit skin friction distributions.

15.5 STATIC PILE CAPACITY IN COHESIVE SOILS

15.5.1 Tip Resistance

15.5.2 Skin Frictional Resistance

FIGURE 15.8 Measured α value versus Cu relations.

FIGURE 15.9 Typical φ′ values of remolded clays.

FIGURE 15.10 Variation of the λ parameter with pile depth.

Exercise 15.3

FIGURE 15.11 Exercise 15.3 problem.

SOLUTION

TABLE 15.5 Computation of Side Friction by the α-Method

TABLE 15.6 Computation of Side Friction by the β-Method

FIGURE 15.12 Distributions of σ′v and Cu with the depth.

15.6 OTHER METHODS OF PILE CAPACITY ESTIMATION

15.6.1 Pile Capacity from SPT and CPT Data

TABLE 15.7 Skin Friction Coefficient Cs

FIGURE 15.13 Relationship between CPT fs and qE values for various soil types.

15.6.2 Pile Load Test

FIGURE 15.14 Schematics of pile load test setup.

FIGURE 15.15 Typical load-settlement curves.

Exercise 15.4

FIGURE 15.16 Exercise 15.4 problem (left) and solution (right).

SOLUTION

15.6.3 Pile Driving Formula

15.6.4 Dynamic Pile Analysis

FIGURE 15.17 Pile modeling in dynamic pile analysis.

15.7 NEGATIVE SKIN FRICTION

15.8 GROUP PILE

FIGURE 15.18 Negative skin friction.

FIGURE 15.19 Group pile concept.

Exercise 15.5

SOLUTION

15.9 CONSOLIDATION SETTLEMENT OF GROUP PILES

Exercise 15.6

FIGURE 15.20 Consolidation computation on group piles.

SOLUTION

FIGURE 15.21 Exercise 15.6 problem.

FIGURE 15.22 Solution for Exercise 15.6.

TABLE 15.8 Settlement Computation for Exercise 15.4

15.10 PULLOUT RESISTANCE

15.11 SUMMARY

REFERENCES

Problems

16 Slope Stability

16.1 INTRODUCTION

16.2 SLOPE FAILURE

16.2.1 Slope Failure Modes

16.2.2 Mechanism of Slope Failure

FIGURE 16.1 Examples of transitional slope failure.

FIGURE 16.2 Examples of rotational slip failures.

16.2.3 Factor of Safety against Sliding

FIGURE 16.3 Block model for slope failure.

FIGURE 16.4 Definitions of factor of safety against slope failure.

16.2.4 Factors of Slope Failure

16.2.4.1 Increases in Triggering Factors

16.2.4.2 Decreases in Resisting Factors

16.2.5 Factor of Safety against Soil's Strength

16.3 SLOPE STABILITY ANALYTICAL METHODS

16.3.1 Limit Equilibrium Method

16.3.2 Short-Term and Long-Term Stability Analysis

16.4 SLOPE STABILITY OF A SEMI-INFINITELY LONG SLOPE

16.4.1 Dry Slope

FIGURE 16.5 Stability of dry semi-infinite slope with i inclination angle.

16.4.2 Slope under Steady Water Table

FIGURE 16.6 Stability of semi-infinite slope under steady water table.

Exercise 16.1

SOLUTION

FIGURE 16.7 Exercise 16.1 problem.

16.4.3 Slope with Water Flow Parallel to Slope Direction

FIGURE 16.8 Stability of inclined slope with water flow parallel to slope direction.

TABLE 16.1 Computation of Heads at Points A and B in Figure 16.8

16.4.3.1 Flow Surface at Slope Surface (h = z)

16.4.3.2 Flow Surface at Sliding Surface (h = 0)

16.4.3.3 Flow Surface below Sliding Surface with Consideration of Capillary Rise (h < 0)

16.4.4 Slope with Horizontal Water Flow

FIGURE 16.9 Stability of inclined slope with horizontal water flow.

TABLE 16.2 Computation of Heads at Points A and B in Figure 16.9

Exercise 16.2

SOLUTION

16.4.5 Slope with Water Flow in θ Angle Direction from Horizontal

FIGURE 16.10 Stability of slope with water flow in θ degree direction from horizontal.

TABLE 16.3 Computation of Heads at Points A, B, and C in Figure 16.10

16.5 STABILITY ANALYSIS FOR CIRCULAR SLIP SURFACE

16.5.1 φ = 0 Materials (Cohesive Soils)

FIGURE 16.11 Stability analysis for circular slip surface with φ = 0 materials.

16.5.2 c = 0 and φ Materials (Granular Soils)

FIGURE 16.12 Stability analysis of circular slip surface for φ materials.

FIGURE 16.13 Modification coefficient K for modified friction circle.

16.5.3 c and φ Materials with Boundary Water Pressure

FIGURE 16.14 Stability analysis of circular slip surface for c and φ materials with boundary water pressure.

16.5.4 Slice Method

FIGURE 16.15 Principle of slice method.

FIGURE 16.16 Forces acting on slice i by the ordinary method of slice.

16.6 ANALYSIS FOR MULTIPLE LINER SLIDING SURFACES

FIGURE 16.17 Analysis for multiple linear sliding surfaces.

FIGURE 16.18 Factor of safety for stability with multiple linear sliding surfaces.

16.7 STABILIZATION FOR UNSTABLE SLOPES

16.7.1 Change of Slope Shape

16.7.2 Drainage of Water from Slope

FIGURE 16.19 Example of change of slope shapes for stability.

FIGURE 16.20 Examples of drainage of water from slopes.

FIGURE 16.21 Counterweight berms for stabilizing slopes.

FIGURE 16.22 Slope stability techniques by retaining wall construction.

16.7.3 Construction of Counterweight Berms

16.7.4 Retaining Wall Construction

16.8 SUMMARY

REFERENCES

Problems

Back Matter

Numerical Answers to Selected Problems

Subject Index

Author Index

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