AA parameter, Skempton

definition of, 50typical values, 51

AASHTO classification system, 13-14Active earth pressure

Coulomb, 306-308Rankine, 298-301rotation about top, 308-313

Active zone, expansive soil, 639Aeolian deposit, 69Allowable bearing capacity, shallow

foundationbased on settlement, 239-241correlation with cone penetration

resistance, 241correlation with standard penetration

resistance, 240general, 130-131

Alluvial deposit, 65-67Anchor

factor of safety, 431holding capacity, sand, 427-431placement of, 425-427plate, 425spacing, 431

Anchored sheet pile wallcomputational pressure diagram

method, 417-419fixed earth support method, 409general,409-410moment reduction, sand, 412-414penetrating clay, 421-423penetrating sand, 410-412relative flexibility, 412, 413

Angle of friction, 45Apparent cohesion, 45Approximate flexible method, mat, 274-281Area ratio, 79

At-rest earth pressure, 294-297At-rest earth pressure coefficient

correlation, friction angle, 294correlation, overconsolidation ratio, 295correlation, plasticity index, 295

Atterberg limits, 12Average degree of consolidation, 38Average vertical stress, rectangular load,

198-200

BB parameter, Skempton, 50Backswamp deposit, 67Bearing capacity

allowable, 130,131drilled shaft, settlement, 590-594,

601-604drilled shaft, ultimate, 585-590, 599-601eccentric loading, 148-156effect of compressibility, 144-146effect of water table, 132-133factor of safety, 130-131factor, Terzaghi, 130failure, mode of, 125-126field load test, 241-243general equation, 137layered soil, 171-176modified factors, Terzaghi, 130on top of a slope, 178-183seismic, 224-226theory, Terzaghi, 126-130ultimate, local shear failure, 124

Boring depth, 71-73Boring log, 107Braced cut

bottom heave, 451-453design of, 445-448ground settlement, 462-463lateral yielding, 461-462

737

738 Index

Braced cut (continued)pressure envelope, clay 443pressure envelope, layered soil, 444-445pressure envelope, sand, 443

Braided-stream deposit, 65

CCalcite, 65Cantilever footing, 258Cantilever retaining wall, general, 331Cantilever sheet pile wall

free, clay, 408free, sand, 401penetrating clay, 401-407penetrating sand, 393-397

Cement stabilization, 706-708Chalk, 65Chemical bonding, geotextile, 360Chemical weathering, 64Circular load, stress, 191-192Clay mineral, 5Coefficient

consolidation, 37gradation, 3subgrade reaction, 276-278uniformity, 3volume compressibility, 37

Cohesion, 45Collapse potential, 630, 632Collapsible soil

chemical stabilization of, 637, 638criteria for identification, 633densification of, 637foundation design in, 635-638settlement, 634-635

Combined footing, 255-258Compaction

control for hydraulic barriers, 672correction for oversized particles,

668-669curves, 667maximum dry unit weight, 665optimum moisture content, 665Proctor test, 665-667relative, 667relative density of, 668specification for, 665-666

Compensated foundation, mat, 267Compressibility, effect on bearing capacity,

144-146Compression index

correlations for, 33definition of, 32

Concentrated load, stress, 190-191Concrete mix,drilled shaft, 585Cone penetration test, 93-99

Consolidationaverage degree of, 38definition of, 29-30maximum drainage path, 37settlement, group pile, 567-569settlenlent calculation, 34-36, 229-230time rate of, 36-41

Construction joint, 356Contact stress, dilatometer, 102Continuous flight auger, 73Contraction joint, 356Conventional rigid method, mat, 27G ····L-.. i

Core barrel, 105Coring, 105Correction, vane shear strength, 90Corrosion, reinforcement, 359Coulomb's earth pressure

active, 306-308passive, 321-323

Counterfort retaining wall, 331Critical hydraulic gradient, 27-28Critical rigidity index, 145Cross-hole seismic survey, 113-114Curved failure surface, passive pressllre~

323-327

DDarcy's law, 20Darcy's velocity, 20Deflocculating agent, 4Degree of saturation, 7Depth factor, bearing capacity, 139Depth of tensile crack, 300, 304Dilatometer modulus, 102Dilatometer test, 101-102Direct shear test, 46Displacement pile, 485Dolomite, 65Double-tube core barrel, 105Drained friction angle

variation with plasticity index, 54variation with void ratio and

Dredge line, 391Drilled shaft

bearing capacity, settlement, 590--594,601-604

bearing capacity, ultimate, 585 -~590,

599-601concrete mix, 585construction procedure, 580-585lateral load, 609-615load transfer, 585rock, 619-622settlement, working load, 607-608types of, 579

Drilling mud, 75

Drop, flow net, 25Dry unit weight, 7Dune sand, 69Dynamic compaction

collapsible soil, 637design, 720-721general principles, 716, 718significant depth of densification, 718,

720

EEarth pressure coefficient

at-rest, 294Coulomb, active, 307-308Coulonlb, passive, 321-322Rankine active, horizontal backfill, 300Rankine active, inclined backfill, 303,

304Rankine passive, horizontal backfill, 315Rankine passive, inclined backfill, 320

Eccentric load, bearing capacity, 148-156Effective area, 150Effective length, 150Effective stress, 25-28Effective width, 150Elastic settlement

flexible foundation, 206-211general, 206-207rigid, 209strain influence factor method, 217-219

Elasticity modulus, typical values for, 223Electric friction-cone penetrometer, 93Embankment loading, stress, 202-203Eqllipotentialline,24Expansion stress, dilatometer, 102Expansive soil

classification of, 646, 647-649construction on, 646-647, 649-652criteria for identification, 647-649general definition, 639-641modified free swell index, 644swell, laboratory measurement, 641-643swell pressure test, 642-643

FFactor of safety, shallow foundation,

134-135Field load test, shallow foundation,

241-244Field vane, dimensions of, 90Filter, 357Filter design criteria, 357-358Flexible foundation, elastic settlement,

206-211Flow channel, 25Flow line, 24

Index 739

Flow net,24Fly ash stabilization, 708-709Foundation design, collapsible soil,

635-638Free swell, expansive soil, 641-642Friction angle, cone penetration test, 97Friction pile, ~·83-484Friction ratio, 93Function, geotextile, 360

GGeneral bearing capacity, shallow

foundationbearing capacity factors, 137, 138depth factor, 139equation, 137inclination factor, 139shape factor, 138

General shear failure, bearing capacity, 123Geogrid

biaxial, 361function, 360general, 360-361properties, 361, 362uniaxial, 361

Geotextile, general, 360Glacial deposit, 68-69Glacial till, 68Glaciofluvial deposit, 68Gradation coefficient, 3Grain-size distribution, 2-5Gravity retaining wall, 331Ground moraine, 68Group index, 13, 14Group name

coarse-grained soil, 17fine-grained soil, 18organic soil, 19

Group pileefficiency, 556ultimate capacity, 561-563

Guard cell, pressuremeter test, 99

HHammer, pile driving, 484-485Heave, 27Helical auger, 73Horizontal stress index, 102Hydraulic conductivity

constant head test, 21definition of, 20falling head test, 21relationship with void ratio, 21-22typical values for, 21

HydralLlic gradient, 21Hydrometer analysis, 4-5

740 Index

IIllite, 5Inclination factor, bearing capacity, 139Influence factor

embankment loading, 203rectangular loading, 193

JJoints, retaining wall, 356

KKaolinite, 5Knitted geotextile, 360

LLaplace's equation, 24Lateral earth pressure, surcharge, 367-368Lateral load

drilled shaft, 609-615elastic solution for pile, 530-535ultimate load analysis, pile, 535-540

Layered soil, bearing capacity, 171-176Lime stabilization, 704-706Liquid limit, 12Liquidity index, 31Load transfer mechanism, pile, 488-489Local shear failure, bearing capacity, 124Loess, 69

MMat foundation

bearing capacity, 260-262compensated, 266-268differential settlement of, 262, 263-264gross ultimate bearing capacity, 260, 261net ultimate bearing capacity, 260-261rigidity factor, 263types, 259

Material index, 102Meandering belt of stream, 66, 67Mechanical bonding, geotextile, 360Mechanical friction cone penetrometer, 93Mechanical "reathering, 64Mesquite, 71Modes of foundation failure, 123-124Modified free swell index, 644Modulus of elasticity, 223Mohr-CoulolJGb failure criteria, 45Moist unit weight, 7Moisture content, 7Montmorillollite,5Moraine, 68Mudline, 391

N~aturallevee,67

Needle-punched nonwoven geotextile, 360

Negative skin friction, pile, 451-454Nondisplacement pile, 485Nonwoven geotextile, 360Normally consolidated soil, 31

oOptimum Inoisture content, 665Oversized particle correction, compaction,

668-669Overturning, retaining wall, 343, 370Organic soil, 60Outwash plains, 68Oxbow lake, 66

pP-wave, 108Passive pressure

Coulomb, 321-327curved failure surface, 323-327Rankine, horizontal backfill, 313,

315-318Rankine, inclined backfill, 320-321

Percent finer, 2Percussion drilling, 76Pile capacity

Coyle and Castello's method, £.L"'f,_,.,.~>,·.""!iI""

504-505frictional resistance, 503-510Janbu's method, 498Meyerhof's method, 491-493, 505rock,S12-513Vesic's method, 493-498

Pile driving formula, 543-545Pile installation, 484-487Pile load test, 519-524Pile type

composite, 482concrete, 476-480steel, 473-476timber, 480-482

Piston sanlpler, 85Plastic limit, 12Plasticity chart, 15Plasticity index, 12Pneumatic rubber-tired roller, 670Point bar deposit, 66Point bearing pile, 482Point load, stress, 190Poisson's ratio, typical values for, 223Pore water pressure, 25Pore water pressure parameter, 50Porosity, 6Post hole auger, 73Pozzolanic reaction, 705Precompression

general consideration, 679-681midplane degree of consolidation, 683

Preconsolidated soil, 30Preconsolidation pressure, 30Prefabricated vertical drain, 700-704Pressuremeter modulus, 100Pressuremeter test, 99-101Proportioning, retaining wall, 333Punching shear coefficient, 173, 174Punching shear failure, bearing capacity, 124

QQuick condition, 27

RRadial shear zone, bearing capacity, 128Rankine active earth pressure

horizontal backfill, 298-301inclined backfill, 303-305

Recompression curve, consolidation, 34Reconnaissance, 71Recovery ratio, 105Rectangular combined footing, 255-256Rectangular load, stress, 192-197Refraction survey, 108-110Reinforced earth, 359Relative compaction, 667Relative density, 9Residual friction angle, 54Residual soil, 65Residual strength envelopd, 55Resistivity, 114Resistivity survey, 114-115Retaining wall

application of earth pressure theories,334-336

cantilever, 331counterfort, 331deep shear failure, 341drainage, backfill, 356-357geogrid reinforcement 379-381geotextile reinforcement, 375 -377gravity, 331, 332joint, 356proportioning, 333stability check, 343-350strip reinforcement, 362-372

Rigidity index, 144Rock quality designation, 105Roller

pneumatic rubber-tired, 670sheepsfoot, 670smooth wheel, 669vibratory, 670

Rotary drilling, 75

5S-wave, 108Sand compaction pile, 714-716

Index 741

Sand drainaverage degree of consolidation, radial

drainage, 691-695general, 689-692radius of effective zone of drainage, 691smear zone, 691theory of equal strain~691-696

Sanitary landfillgeneral, 657-658settlement of, 658-660

Saturated unit weight, 7, 8Saturation, degree of, 7Seismic refraction survey. 108-110Sensitivity, 56, 58Settlement, pile

elastic, 525-527group, 566-569

Settlement calculation, shallow foundationconsolidation, 34-36, 229-230elastic, 206-211, 213-215tolerable, 246-248

Shape factor, bearing capacity, 138Sheepsfoot roller, 670Sheet pile

precast concrete, 388steel, 388-391wall construction method, 391-392wooden, 387-388

Shelby tube, 85Shrinkage limit, 12Sieve analysis, 2-4Sieve size, 2Single-tube core barrel~ 105Size limit, 5Skempton-Bjerrum modification,

consolidation settlement, 232-233Skin, 362Sliding, retaining wall, 345-346Smear zone, sand drain. 691Smooth wheel roller, 669Soil classification systems_ 13-19Soil compressibility factor. bearing

capacity, 145-146Spacing, boring, 73Specific gravity, 9Split-spoon sanlpler, 78Spring core catcher, 79Stability check, retaining \-vall

bearing capacity, 347-350overturning, 343-345sliding, 345-347

Stability number, 179-180Stabilization

cement, 706--708fly ash, 708-709lime, 704-706pozzolanic reaction, 705

742 Index

Standard penetration numbercorrelation, consistency of clay, 81correlation, friction angle, 83, 84correlation, overconsolidation ratio, 81correlation, relative density, 82, 83correlation, sand, 83

Static penetration test,193Stone column

allowable bearing capacity, 711-713equivalent triangular pattern, 709general, 709stress concentration factor, 710unit cell, 711

Strain influence factor, 217-218Stress

circular load, 191-192concentrated load, 190embankment load, 202-203rectangular load, 192-197

Strip load, lateral earth pressure, 367Structural design, mat

approximate flexible method, 274-281conventional rigid method, 270-274

SUbgrade reaction coefficient, 276Suitability number, vibroflotation, 676Swell pressure test, 642-643Swell test, unrestrained, 641-642Swelling index, 33

TTensile crack, 300, 304Terminal moraine, 68Thermal bonding, geotextile, 360Tie failure, retaining wall, 368-369Tie force, retaining wall, 368Time factor, 38Time rate of consolidation, 36-41Tolerable settlement, shallow foundation,

246-248Trapezoidal footing, 256-258Triaxial test

consolidated drained, 47, 49consolidated undrained, 49, 50unconsolidated undrained, 50

UUltimate bearing capacity, Terzaghi,

128-129Unconfined compression strength, 52Unconfined compression test, 51-52Undrained cohesion, 50Unified classification system, 15-19Uniformity coefficient, 3Unit weight

dry,7,8moist, 7,8saturated, 7, 8

Unrestrained swell test, 641-642

VVane shear test, 87-93Varved clay, 68Velocity, P-wave, 108Vertical stress, average, 198-200Vibratory roller, 670Vibroflotation

backfill suitability number, 676construction method, 674-675effective range, backfill, 680vibratory unit, 679

Virgin compression curve, 32Void ratio, 5Volume coefficient of

compressibility, 37

WWaffle slab, 653, 654Wash boring, 75Water table, effect on bearing capacit:i

"

132-133Water table observation, 87Weight-volume relationship, 5-9Wenner method, resistivity survey, 11..+Winker foundation, 274Woven geotextile, 360

ZZero-air-void unit weight, 666

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Chapter 1. Page 52: Courtesy of Soiltest, Inc., Lake Bluff, Illinois

Chapter 2. Page 75: Courtesy of William B. Ellis, EI Paso Engineering and Testing, Inc.,EI Paso,Texas Page 76: Courtesy of Danny R. Anderson, Danny R. Anderson Consultants.,EI Paso, Texas

Chapter 10. Page 441: Courtesy of Ralph B. Peck Page 442: Courtesy of Ralph B. Peck

Chapter 11. Page 486: Courtesy of Mike O'Neill Page 487: Courtesy of E. C. Shin, Univer­sity of Incheon, Korea Page 520: Courtesy of E. C. Shin, University of Incheon, Korea

Chapter 13. Pages 651, 652: Courtesy of GKN Hayward Baker, Inc., Woodbine Division.Ft. Worth, Texas

Chapter 14. Pages 669--671: Courtesy ofTampo Manufacturing Co... Inc., San Antonio, TexasPage 701: Courtesy of E. C. Shin, University of Incheon, Korea Pages 706, 707: Courtesyof GKN Hayward Baker, Inc., Woodbine Division, Ft. Worth, Texas Page 710: Courtesyof The Reinforced Earth Company, Vienna, Virginia Page 716: Courtesy of E. C. Shin.University of Incheon, Korea Page 719: Courtesy of The Reinforced Earth Company.Vienna, Virginia

Appendix A. Pages 727-731: Courtesy of N. Sivakugan, James Cook University, Australia

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