basic soil presentation ima 2012.ppt
DESCRIPTION
Basic Soil PresentationTRANSCRIPT
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BASIC SOIL MECHANICS
Prof.(Dr.) SUDHENDU SAHA
Chartered Professional Engineer
Civil Structural Geotechnical Consultant
Formerly
Professor and Head of The Dept. of Civil Engineering,
DEAN of Research Consultancy & Industry Institute Interaction,
Bengal Engineering and Science University, Sibpur
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SOIL IS A COMPLEX MIXTURESOIL IS A COMPLEX MIXTURE
OF OF
PARTICLES OF DIFFERENT SIZESPARTICLES OF DIFFERENT SIZES
DIFFERENT ORIGINDIFFERENT ORIGIN
DIFFERENT MINERALSDIFFERENT MINERALS
DIFFERENT PROCESS OF FORMATIONDIFFERENT PROCESS OF FORMATION
DIFFERENT STRESS HISTORYDIFFERENT STRESS HISTORY
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SOIL AS THREE PHASE SYSTEM
VOID RATIO ,
MOISTURE CONTENT,
DENSITY
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PARTICLE SIZE DISTRIBUTIONPARTICLE SIZE DISTRIBUTION
UNIFORMITY COEEFICIENT
EFFECTIVE SIZE
COEFFICIENT OF CURVATURE
% OF SAND SILT & CLAY
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Soil Classification Soil Classification based on particle sizes :based on particle sizes :
Boulder over 300 mmBoulder over 300 mmCobble 80 to 300Cobble 80 to 300
Gravel 4.75 to 80Gravel 4.75 to 80 C Coarse Sand 2.00 to 4.75oarse Sand 2.00 to 4.75 Medium Sand 0.425 to 2.00Medium Sand 0.425 to 2.00 Fine Sand 0.075 to 0.425Fine Sand 0.075 to 0.425 Silt 0.075 to 0.002Silt 0.075 to 0.002
Clays < 0.002 mmClays < 0.002 mm
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Soil Classification according to Plasticity Index of clayey soils :
Plasticity Index Classified as
0 Non-Plastic < 7 Low Plastic 7 – 17 Medium Plastic
> 17 Highly Plastic
when, Plasicity Index = Liquid Limit – Plastic Limit
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BROAD CLASSIFICATION OF SOILSBROAD CLASSIFICATION OF SOILS
COARSE GRAINED SOILSCOARSE GRAINED SOILSGW, GP, GM, GCGW, GP, GM, GCSW, SP, SM, SCSW, SP, SM, SC
FINE GRAINED SOILSFINE GRAINED SOILSML, CL, OLML, CL, OLMI, CI, OIMI, CI, OI
CH, OH, PtCH, OH, Pt
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SOIL INVESTIGATIONSOIL INVESTIGATION
PLANNING SOIL INVESTIGATION PROGRAMME
DEPTH & NUMBER OF BORE HOLES
BORING & SAMPLING
FIELD TESTS OF SOILS
STANDARD PENETRATIUON TESTS
VANE SHEAR TEST
PLATE LOAD TEST
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PLANNING SOIL EXPLORATION PROGRAM
DEPTH OF BORE HOLES
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STANDARD PENETRATION STANDARD PENETRATION TESTTEST
N-Value vs Angle of Internal Friction of Soil
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STATIC CONE STATIC CONE PENETRATION TESTPENETRATION TEST
Angle of Internal Friction of Soil
Static Cone Resistance
VS
Angle of Internal Friction Of Soils
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LABORATORY TESTS OF SOILSLABORATORY TESTS OF SOILS
PARTICLE SIZE DISTRIBUTIONPARTICLE SIZE DISTRIBUTIONTRIAXIAL SHEAR TESTSTRIAXIAL SHEAR TESTS
CONSOLIDATION TESTCONSOLIDATION TESTSPECIFIC GRAVITY OF SOILSSPECIFIC GRAVITY OF SOILS
ATTERBERG’S LIMITSATTERBERG’S LIMITS
PROCTOR’S COMPACTION PROCTOR’S COMPACTION TESTTEST
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TRIAXIAL SHEAR TESTSTRIAXIAL SHEAR TESTS
TYPICAL MOHR-COULOMB FAILURE CURVE
COULOMB’S EQUATION
S = C + ( - u) tanFAILURE CRITERIA
SRELATIONSHIP OF PRICIPAL STRESSES AND
SHEAR PARAMETERS
1 = 3 tan2 (450 + / 2 ) + 2C tan (450 + /2)
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TYPICAL COMPACTION CURVESTYPICAL COMPACTION CURVES
COMPACTION CHARACTERISTICS OF FINE
GRAINED SOILS
COMPACTION CURVE FOR SANDS
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DETERMINATION OF STRESSES
AT DIFFRRENT DEPTHS BELOW FOUNDATION LEVEL
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CONTACT PRESSURE DISTRIBUTION BELOW FOUNDATION
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DETERMINATION OF VERTICAL STRESS AT ANY DEPTH BELOW
UNIFORMLY LOADED RECTANGULAR AREA
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VERTICAL STRESS AT ANY POINT BELOW UNIFORMLY LOADED
CIRCULAR AREA
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NEWMARK CHART
DETERMINATION OF STRESSES AT DIFFERENT DEPTHS BELOW
FOUNDATION AREA OF ANY SHAPE
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IMMEDIATE SETTLEMENT
4
21)( I
EqbaverageSe
CONSOLIDATION SETTLEMENT
Sc = . h . mv . p
0
0
0
ln1 p
ppC
e
hS cc
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MODES OF SHEAR FAILURE BELOW FOOTING
ENGINEERING APPRECIATION
PERFORMANCE CRITERIA
EFFECTS OF TOTAL AND DIFFERENTIAL SETTLEMENTS
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SEISMIC RESPONSE OF SOILS
(a) In Seismic Coefficient Method : h = . I .0
(b) In response Spectrum Method : h = . I. F0 Sa /g
HORIZONTAL SEISMIC COEFFICIENT
SHEAR WAVE VELOCITY
LIQUEFACTION
FACTOR OF SAFETY AGAINST LIQUEFACTION
F.S. = CRR / CSR
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SEISMIC EFFECTS ON STRUCTURES WITH UNEVEN LOADS
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DESIGN OF SHALLOW FOUNDATIONS
LOCATING NEW FOUNDATION NEAR EXISTING FOUNDATION
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EFFECT OF STRESS FROM ONE FOUNDATION TO ANOTHER
SPECIAL FOUNDATIONS
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TYPICAL FOUNDATIONS
FOR
OIL STORAGE TANKS
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REINFORCED EARTH FOUNDATIONS
GEOSYNTHETICS
APPLICATIONS
REINFORCEMENTS
SEPARATION
EROSION CONTROL
FILTRATION
DRAINAGE
TRANSMISSION
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IMPROVEMENT OF BEARING CAPACITY
INTERACTION OF REINFORCEMENT WITH FAILURE WEDGES
MODES OF FAILURE
SHEAR FAILURE OF SOIL AGAINST REINFORCEMENT
REINFORCEMENT PULLOUT FAILURE
REINFORCEMENT TENSION FAILURE
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TYPICAL SECTION OF A REINFORCED EARTH
RETAINING WALL
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TYPICAL SECTION OF A REINFORCED EARTH BRIDGE
ABUTMENT
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DESIGN OF
MACHINE FOUNDATIONS
MODES OF VIBRATION
DESIGN CRITERIA
THEORY OF VIBRATION
DYNAMIC PROPERTIES OF SOILS
VIBRATION ISOLATION
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GROUND IMPROVEMENT METHODS
COMPACTION
DENSIFICATION
STABILISATION
GROUTING
USE OF GEOSYNTHETICS
PRELOADING WITH VERTICAL DRAINS
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IMPROVEMENT OF SOFT CLAY SOILS
USE OF VERTICAL DRAINS
FOLLOWED BY
VERTICAL DRAINS LIKE
1. SAND DRAINS
2. SAND WICKS
3. PREFABRICATED DRAINS
4. STONE COLUMNS
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THEORETICAL CONSIDERATIONS
U% = f(T)
Ur = Cvr.t / de2
Uv = Cv.t / de2
U = 1 - ( 1- Ur) (1-Uv)
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TIME FACTOR
VS
DEGREE OF CONSOLIDATION
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DESIGN AND CONSTRUCTION OF
STONE COLUMNS
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LOAD TRANSFER MECHANISM IN PILE AND
STONE COLUMN
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LOAD BEARING CAPACITY
OF STONE COLUMN
NCK
qZK
dP su .421
34
.00
2
LOAD BEARING CAPACITY OF TREATED GROUND
A
PqAAq safespsafe
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SETTLEMENT ANALYSIS OF GROUND TREATED WITH
STONE COLUMNS
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PILE FOUNDATIONS
RANGE OF APPLICATIONS
TYPES OF PILES
CONSTRUCTION METHODS
EFFECTS OF INSTALLATION
NEGATIVE SKIN FRICTION
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LOAD BEARING CAPACITY OF PILES
ULTIMATE LOAD CAPACITY
Qu = Qp + Qf
Qp = Ap {Nc Cp + Pd Nq + 0.5 d N}
Qf = d { C l + K l Pz tan }
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BEARING CAPACITY FACTOR N9
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PILE GROUP CAPACITY
PILE GROUP MAY AFFECT THE SOIL STRATA AT DEPTH
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INTERACTION BETWEEN PILES IN A GROUP