Soil.pptx

Prepared by
Dr. Atul K. Desai
Professor, Applied Mechanics Department, SVNIT-Surat
Ph.D., M.E. Structure, LL. B. (Income Tax and Sales Tax)
DEPARTMENT OF CIVIL ENGINEERING
SARDAR VALLABHBHAI NATIONAL INSTITUTE OF TECHNOLOGY
SURAT-395 007. 1

Educational Qualification
 B. E. (CIVIL) in 1983 from South Gujarat University (SGU), Gujarat, India
 M. E. (CIVIL) specialization in Structure in 1985 from South Gujarat
University (SGU), Gujarat, India
 LL. B. specialization in Income Tax and Sales Tax in 1987 from South
Gujarat University (SGU), Gujarat, India
 Ph. D. on “Effects Of Plylon Shapes On Dynamic Behavior Of Cable-Stayed
Bridges Subjected To Seismic Loading” in S V National Institute of Technology,
Gujarat, India, in Oct 2008
2

Research Interest
• Bridges subject to Seismic Loading
• Analysis and designing of Tall Structure, Microwave Tower, Chimney,
Cooling Tower, Steel Structure, Fiber Reinforced soil, Wind Induced
Oscillation in Structure, Turbo Machine frame foundation, Pile Raft
foundation etc.
• Fiber Reinforced Concrete its Damping and Energy Dissipation, Beam-
Column joint, Seismic Time History Analysis (Near Field and Far filed
Earthquake)
• Pavement quality concrete (P.Q.C.) with Fiber for Roads, Hybrid Cable
Suspension Bridge, Extra Dosed Cable Stayed Bridge, Retrofitting and
Rehabilitation of Structure
3

Foreign Countries Visited : Thailand, Singapore, Malaysia, Egypt, USA,
Indonesia, Switzerland, Italy, France, Canada, south Africa, London,
Spain, shrilanka, Japan.
Teaching & Professional Experience:
Since 33 Years. Working at Applied Mechanics Department, S. V.
National Institute of Technology, Surat.
Head of the Department, from Aug’09 to July’11
Prof. I/C Estate Section, From Oct. 16, 2008 to July 27, 2009
Gold Medals & Awards: 7 Nos.
International Research Papers:
154 Nos. (Int. Journal=102 nos. + Int. Conference= 52 nos.)
National Research Papers:
90 Nos. (National Journal=11 nos. + National Conference= 79 nos.)
5

6
Academic achievements
PhD Guided (Ongoing) 12
PhD Guided (Completed) 20
M.Tech Dissertation Guided (Completed) 74
M.Tech Dissertation Guided (Ongoing) 02
T.V. Programme Given 21
Special Lectures Delivered 70
Articles In Magazine 13
Article In News Paper 27

Some Prestigious Clients
7
We Work for…
• Sardar sarovar project
• Swaminarayan temple,
delhi
• Dedicated freight corridor
• Suzlon
• Reliance, essar
• NTPC, kribco
• Ongc, ioc
• R & B department,
irrigation department
• Smc, suda
• Raheja group
• Surat airport
• Metro rail (NHAI) and
others…
• Indo Bharat -Project Jawa Island
(Indonesia).
• ladakh– High Altitude Mountain Bridge
• For Defence -India-Pakistan Border at
Kachchh district for MilitaryTank
Movement.
• World Bank finance 3km long Bridge on
Maha River , Orissa.
• Hinadalco –Varanasi (Ranukut).
• BulletTrain
• Ahmedabad Metro
• Ahmedabad outer Ring road.
• Circular cable stayed bridge ( vastral ).
Ahmedabad.
• Curved stainless steel India first
butterfly Bridge.
• Aadani highway Project.
• Segmental box construction for Kota.
• Bridge load test.
• Techno-legal work for police CBI etc.
• Fire Damage Work (Bridge)

Delhi Swami Narayan Temple Foundation Design Concept
Design by Late Dr M. D. Desai and Dr Atul k. Desai
8
Lean Concrete Slab
22’
7’
Geotextile Mesh
Properly
arrange
Boulder
Boat Type Structure
Locking of
mesh in lean
slab for
monolithic
action
Yamuna River-Sand Layer

Challenge: Without Steel
9
Weight of Temple + Lean Concrete Slab +
Boat Type Structure
Yamuna River Sand
Earthquake Acceleration=0.4g

Yamuna Sand
Well interlocked
big stone boulder Locked Geotextile
Mesh at top
Main temple
in stone
Stone pillar
7' Deep lean
concrete slab
22' Deep boat
Design earthquake load = 0.4g
Delhi Swaminarayan Temple Foundation
10

11
GEOLOGICAL CONDITION OF GUJARAT

Direction of motion of Indo-Australian plate & collision with Eurasian plate
14

Various Epicenter and Fault line in North-West side of Gujarat, India.
15

Pre & Post earthquake satellite thermic radiation image for Bhuj area.
Image on right side shows accumulation of surface water because of
liquefaction, subsidence of soil because of compaction/consolidation and
Tectonic down warping.
16

Topographic satellite images of Gujarat state, Bhuj epicenter & Arabian
sea boundaries
17

IS:1893-1984 IS:1893 –2002/2016
18

NEW MATERIALS INTHE GEOTHNICAL FIELD.
• The nature is the best example of earth reinforcement. In the nature
the roots of plant and trees hold the earth during heavy rain and
cyclone.
• There are simply added in the soil.
• Fibers do not affect the chemical properties of soil as ph value of soil
not changing. - Innovative Enviormental Friendly Material.
19
Field of soil exploration

Scopes in field of geotechnical engineering
20

21
Retaining Walls & Soil
Reinforcement Pavement Reinforcement
Hydraulic Works & Erosion
Protection
Rockfall Protection & Snow
Fences
Basal Platforms Solutions for Tunnels

22
Gabion
Mattress
Geotextile Bags
Terramesh

23
COASTAL PROTECTIONWORKS
Breakwaters and Groynes
Seawalls and Shoreline Structures
Articulated Concrete Block Mattresses (ACBM) for Pipeline Protection

24
Pavement Reinforcement & Stabilization
Rock fall Protection
Asia’s biggest Geo-grid
reinforced retaining wall
constructed at Sikkim’s
Greenfield Airport
Reinforced wire mess
application for pavement
strengthening.

Mechanically Stabilized Earth (MSE)
25
• Placement of horizontal
reinforcing elements of this
type significantly strengthens
the soil and allows construction
of very steep slopes.
• Even vertical walls can be
constructed without support
from a massive structural
system at the face.

Mechanically Stabilized Earth
26

Ziggurat :3300 years
Clay reinforcement with
straw
Mechanically Stabilized Earth: an old experience
27
GROUND IMPROVEMENT

1970 : Rouen, France
1976 : Prapoutel, France
Mechanically Stabilized Earth: an old experience
28

Mechanically Stabilized Earth (MSE)
29
Mechanically stabilized
earth walls and slopes
are constructed with
“reinforced soil” and
consist of horizontal soil
reinforcing elements
including such things as
steel strips, steel or
polymeric grids, and
geotextile sheets and a
facing to prevent erosion.

30
Basal Reinforcement
Geosynthetics are proven to strengthen
foundations, reduce differential settlement and
accelerate the consolidation of cohesive soils.
High strength Geogrids can be used in conjunction
with foundation piling, enabling greater pile
spacing and construction efficiency.

31
METHODS OF GROUND IMPROVEMENT
Mechanical
Method
Chemical Method Reinforcement
• Field Compaction
 Sheep Foot Roller
Smooth Wheel Roller
Impact Roller
• Deep Dynamic Compaction
• Vibroflotation
• Stone Column
• Micropiles (Mini-piles)
• Vertical Drain (Preconsolidation)
• Lime Stabilization
• Cement Stabilization
• Fly ash Stabilization
• CaCl2 Stabilization
• Regular Arrangement
Steel Plate
(Tension –Anchore)
Geosynthetics
Geotextile
Geogrid
• Random Mixing
Fiber Reinforced Soil

PROBABLE AREAS FOR APPLICATION OF FIBERS
•Earthen Dams : Slope Stability
•Buildings : Foundation- for increasing soil bearing capacity
and reduce the settlement
•Buildings : For increasing durability and life of structure.
32
Different Types of Geosynthetics
and Their Applications

TYPESOFGEOSYNTHETICS
33
• Geotextiles
• Geogrids
• Geonets
• Geomembranes
• Pre-fabricated vertical drains (PVD)
• Geosynthetic Clay Liner (GCL)
• Geocells (3-d confinement)
• Geocomposites & Geo-others
GEOSYNTHETICS & REINFORCED SOIL STRUCTURES

34
Ribs at two horizontal planes
Boulder net laid on Konkan railway line in
Western ghats – functions as guide for loose
boulders and vegetation support

Laying of boulder net
Vegetation growth after two seasons
35
Courtesy: M/s Garware Wall Ropes Ltd., Pune

Anchor trench at the top
of the slope, 1m deep,
0.5 m wide, filled with
soil.
36

37
• Thick impervious plastic sheets
• Thickness .5 mm to 3 mm approximately
• To contain liquids and gases
Rough surface texture Smooth – double sided membrane

38
• Landfill lining
• Canal lining
• Tunnel lining
Geo-membrane in a landfill

39
geomembrane Anchor trench
Concrete lining of surface

42
Vibration mitigation using Dry deep mixing method; column installation in
progress while commuter train passing

GEOSYNTHETIC
43
Reducing the flow path length to accelerate rate of consolidation

Pore water flows laterally to the wick
drains and is carried through the core
19
Connection arrangements for
wick drain installation

Installation of Pre-fabricated vertical drains (PVD)
at a construction site – notice the connection of
PVD with the anchor plate
29
PVD being pushed into the ground

46
• Consist of a core of bentonite clay sandwiched between
layers of thick non- woven geotextile.
• Applied below and above geomembrane layers in landfills.
• Self-repair mechanism.
• Bentonite expands when flid leaks through punctured
geomembrane – closes the gap.

47
Geotextile layers
dry bentonite
powder

GEOCELL – 3d confinement product
48
Iso-metric view of a
Plan view showing the
mechanism of
confinement
geocell layer

Photograph of an expanded geocell
49

50
• Easy to transport
• Any fill material can be used
• All round confinement to soil
• Semi-rigid layer (very stiff support)
• Spreads loads over a large area
• Excellent support even under cyclic loads.
• Erosion control
• Steep slopes and retaining walls
• Sub-base support
• Road bases
• Railway tracks
• Container yards

Use of geocells for construction of unpaved road Factory
Stapling to join
Preparation of ground
different geocells
Stretching of the geocell layer
Stone aggregate filled in geocell pockets
51
Compaction by a 10 tonne roller

Geocells used for
construction of a
steep slope
52

Vegetation taking root through geocell pockets
53

Typical Container yard - heavy loads,
usually constructed on soft marine clays
near the shore.
54
Typical mud wave formation in container
yards due to heavy loads and extremely soft
subgrade soil

Geotextile separator being laid on the ground surface at a container yard
55

Geocell layer laid on the geotextile separator and filled with stone aggregate
56

Container yard 3 years after geocell treatment
57

Some more pictures of the same yard
58
Perfectly level surface – minor damage in paver blocks

Polymeric erosion control mats
59

60
Combination of two different types of
geosynthetics to take advantage of each
Geo-composites

Geo-othersApplication
61
• Geodrains
• Lightweight fills
• Geopipes
• Geotextile bags & soil encapsulation
• Gabions
• Geosynthetic Encased Stone Columns
• Many others – left to the imagination of
engineers

Drainage boards for use in Retaining Walls
62

63
Thick medium made of polystyrene beads

Gabions filled with sand bags
65
SAND FILLED GEOBAGS PLACEMENT OF GEOBAGS
TYING OF ROPE GABIONS FINALVIEW

Light-weight drainage medium
66
Made of used rubber
tyres and other
industrial wastes

xH
1V
Reinforced Zone
Abutment
Center for Potential Surcharge
Rotational Failure Plane
Failure
Plane
Geosynthetic
Reinforcement
Movement and Tension
Develop Along Plane of Failure
Miragrid Geogrid
Mechanically Stabilized Slope
67
4’vertical
spacing

RetainingWalls more than 70 degree
70
Finish Grade
Reinforced
Soil Zone
Reinforced
Zone Limit
Foundation Soil Zone
Native Soil
Geogrid
Reinforcement
H
H
Granular Footing
Hu
Fascia
Bw
45 + (ϕ)/2
0.7*DH
Doesn’t matter what the face is!

72
• For High Strength Short-
Term Loading
• For Low Strength Long-
Term Loading

•High Strength Polyester Coated Geogrid or HDPE Uniaxial grids for
Long-Term Projects
• Polypropylene Biaxial for Short-Term Loading
Geogrids
73

Woven into Grid or Solid Pattern
74

•Measures the ultimate
tensile strength of the
geogrid
•Tested per ASTM D
6637 (8” specimen size)
•Reported in force / unit of
measure (i.e., lbs/ft or kN/m)
75

•Measures the resistance of the
geogrid to creep (sustained load)
•All polyester geogrids generally
have the same creep resistance
•Polyester is much less susceptible to
creep than polypropylene or
polyethylene geogrids
•RFCR is typically between 1.51 to
1.75 depending on polyester geogrid
manufacturer.
76

HDPE
reinforcement
Polyester
reinforcement
75 kN/m
25 kN/m
Ultimate tensile strength
Long term design strength
Creep comparison of HDPE and Polyester geogrids for Long Term Design Strength
Strain %
5 6 7
20
30
1hr 1 d 1yr 100 kN/m
Polyethylene
10
Polyester
Polypropylene
Polyami
d e
1 2 3 4
Log time (s)
Creep at 60% load
Analysis of Different High Strength Geosynthetics
77
Long term design strength (LTDS)
= Ult. Tensile strength / (fscreep. fsmat. fsenv. fsdamage)

Retaining Wall Costs
800
700
600
500
400
300
200
100
0
0 15
5 10
Height of Wall (meters)
Cost
of
Wall
($/sq.m)
MSE
(Geosynthetic)
MSE (Metal)
Gravity Walls
Mechanically Stabilized EarthWalls
79
Source: GRI Report #20

MainTypes of Mechanically Stabilized EarthWalls (MSE)
AbutmentWalls
80
• Traditional Fabric Faced (wood formed).
• Wire Basket Faced (Baskets left in place).
• Segmental Block Walls

TraditionalWood Formed FabricWrapped FaceWalls
81

FacingOptions
86
Wire Basket
Welded Wire Basket Bridge
Abutment

Vegetated wall system
87
INFILLSOILS
MIRAMESHGR
WIREMESH
BASKETFACING
SEEDEDTOPSOIL
(OPTIONAL)
STRUTBRACE
TOPSOILTO EDGEOF
UPPERBASKETFACING

Segmental Block Retaining Walls/Abutments
89

Installation Issues
91
No reinforcement
Roll direction!
Wrong orientation!

Installation Issues
93
Incorrect reinforcement
Poor Compaction

Installation Issues
94
Reinforcement spacing
Incorrect drainage

Case Histories
96
Project: Bridge
Construction
Location: Manitoba,
Canada

Noisy River – Ontario, Canada
97

METROLINK - ST.
LOUIS, MO
98
• Keystone with Mirafi Miragrid Geogrids
• 30’ Max Height

Case Histories
99
Project: Bridge
Abutment
Location: Missouri,
USA

Case Histories
100
Project: Airport Access
Road
Location: Missouri, USA

Project:
CalTrans PGR Wall
– 74’ Tall!
Location:
5/805
freeways San
Diego, Califonia
101

Highest 1:1 mse slope in
America 242’high
Extension of Runway 5 at
Yeager Airport in Charleston,
WV
106

107
Types ofGeosynthetics
Geosynthetics Commonly Used for Soil Reinforcement
Geosynthetics Used in Environmental ProtectionWorks

108
Typical GeotextileTypes
Woven materials Knitted materials Non-Woven

 Unfortunately, the wide variety of materials, polymers, manufacturing
109
processes and relative dearth of information makes this a difficult and
sometimes confusing process while selecting geosynthetic materials.
 In the present dissertation, a functional approach to the design of
geotextile reinforced soil structures was studied.
 Separator
 Reinforcement
 Drainage
 Filter
 Barrier
The Functions of Geosynthetics

Laboratory
Test
Photograph
110
Researcher: Dr. jigisha vashi

Typical Arrangement of Geotextile
in Different Samples
Photographs Showing Geotextile Reinforcement Arrangement andLaboratory Triaxial Test Setup
111

Laying of PET
Woven Geotextile
Trench of Road on NH
Flyover Approach
Photo Plate Showing Construction of
Foundation for RE Wall
(Surat, South Gujarat
Region, India)
Compacting layers
of Flyash+Clay
Mix
Completed Structure /
Traffic Playing on Flyover
Application of Proposed Backfill & reinforced cement Material
112

Reinforced
Embankment
Slopes with
(Length of
geotextile
L = 6m)
EMBANK-
MENT
SLOPES
58°
64°
72°
78°
VERTICAL
SPACING OF
GEOTEXTILE
2 m
1 m
0.5 m
0.4 m
TENSILE
STRENGTH OF
GEOTEXTILE
20 kN/m for
PET 50
40 kN/m for
PET 100
80 kN/m for
PET 200
Analysis
F.S (Bishop’s
Method)
Flooded
Condition
Normal /
Non
Flooded
Condition
Effect of Tensile Strength and Vertical Spacing of Geotextile on F.S
113

Reinforced
Embankment
Slopes with
(Length of
Geotextile
L = Full Length)
EMBANK-
MENT
SLOPES
58°
64°
72°
78°
VERTICAL
SPACING OF
GEOTEXTILE
2 m
1 m
0.5 m
0.4 m
TENSILE
STRENGTH OF
GEOTEXTILE
20 kN/m for
PET 50
40 kN/m for
PET 100
80 kN/m for
PET 200
10 kN/m for PP 100
considering creep
Analysis
F.S (Bishop’s
Method)
Flooded
Condition
Normal /
Non
Flooded
Condition
Effect of Tensile Strength and Vertical Spacing of Geotextile on F.S
114

 The initial step for analysis using a
computer software program is to
model the structure geometry in the
software interface.
 The finite element mesh used in these
analyses involved 2037 elements
with 6-nodes triangular element.
Model Generation in GEO5-FEM forAnalysis
115

embankment, a crest width of 20 m and having slope angles of 58° at
base and adopting berm of 1 m width at 4 m height, followed by a
slope angle of 64° above this berm was followed.
 The embankment was placed over a 2 m thick embankment
foundation overlying a relatively soft layer of 5 m thickness.
8m
x x
Embankment Earth Structure
Foundation – 1
Foundation – 2
 In the present investigation, typical model with 8 m high
β1
β2
G.L
4 m
1m 1m
Crest Width B = 20 m
q = 50 kPa
Geotextile
4m
D1 2m
D2 5m
H
Geometry of Models [Reinforced Embankment Slopes ] 116

(a) Model Analysed in GEO5-SlopeStability
(LEM Based)
(b) Model Analysed inGEO5-FEM
Nature of Failure Slip Circle 117

Polymer Mat with Grass
Turfing Pre-Cultivated Grass CoirGeotextile
Stone Pitching Gabion Facing
Gabion Facing with
Geotextile
Embankment Slope ProtectionWork
118
Surface treatment of slopes can be done by vegetation, erosion control mats like coir mat,
jute mats, crimped mesh, etc., stone pitching, gabion facings, spray concrete on surface.

Final Geometry of Geotextile Reinforced Embankment on Difficult
Foundations
The feasibility of final geometrical model layout was derived is as shown in Fig,
considering the objective of economy, ease of construction, and reducing time
to execute such embankment projects under PPP schedule brought out:
119

All these techniques require skilled manpower and equipment to ensure
adequate performance.
Ease of application and reduction in cost, are making this technique
(compare to other techniques) more popular.
120
Fiber Reinforced Soil have recently attracted increasing
attention in geotechnical engineering.
Researcher: Dr. Kalpana Maheshwari

Photograph of Polyester Fibres
121
6 mm & 12 mm polyester
fibers
Manually
mixing fibers in the clay

Sample reinforced
with 12mm PP fibers
after failure
Sample reinforced
with 6mm fibers
after failure
122

Compaction Test :- IS 2720 (Part 8) : 1987
Moisture content and dry density
relationship for unreinforced and fiber reinforced clay
The effect of fiber inclusions on the MDD is negligible and OMC
increases with the increase in fiber content from 0 % to 2% (by weight
of dry soil).
123

Design of Flexible Pavement for Road Construction
1. There is significant increase in California Bearing Ratio (CBR)
with the inclusion of polyester fiber in highly compressible
clay.
2. Due to the triangular cross section, polyester fibers are better
bonded together with the soil particle. Ease of application and
reduction in cost are making them popular.
3. The soaked CBR increase with inclusion of polyester fiber up
to (12mm & 6mm size) 1.5% fiber content and then decrease.
So there is no significant effect with addition of polyester
fiber beyond 1.5%.
124

4. The percentage increase in soaked CBR Value is
570.67% & 586.67% with the inclusion of 1.5 % 6mm &
12mm size fiber respectively.
5. The inclusion of 12mm 1.5% fiber in highly
compressible clay reduces the total pavement
thickness of sub grade from 850mm to 660mm.
6. For flexible pavement the percentage saving in cost
per unit area in highly compressible clay reinforced
with polyester fiber is 9.18% than the unreinforced
clay.
125

Model Footing Test
Aim:
To investigate the pressure settlement behavior of randomly distributed fiber reinforced
soil and effect of fiber content on the bearing capacity of the randomly distributed fiber
reinforced soil.
Test arrangement:
• Size of Footing : Square footing of 100 mm
: Cast iron – to have perfect rigidity
• Size of Tank : Square tank of 750mm X 750mm X 600mm(deep)
more than five times the width of footing tested so that it should not include
boundary effect). thickness 3mm.
126

Model Footing Test:
• Total no of tests : 13 ( One on unreinforced clay + Twelve on fiber reinforced clay )
127
Size of Footing 100 mm X 100 mm
% of Polyester Fiber Reinforcement
0.25%,0.50%,1.00%
(by weight of dry clayey soil)
Depth of Fiber Reinforced Soil
B/8 = 12.5 mm, B/4 = 25 mm, B/2
= 50 mm, B = 100 mm
Parameters of Test Programme
where B is width of model footing tested.

Model Footing Test
128
Manually Mixing of Fibers in Clayey Soil Compaction of Soil in Tank

Model Footing Test
129
Details of Experimental Work

Model Footing Test:
130
Details of Experimental Work

Model Footing Test:
Load Settlement curves for Fiber Reinforced Soil :
131
Load Settlement Curve for Fiber Reinforced
Soil with 0.25% Polyester Fiber
Load Settlement Curve for Fiber Reinforced Soil
with 0.50% Polyester Fiber
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
0 200 400 600 800 1000
Settlement,
mm
Load, kN/m2
Un-reinforced Soil A
Soil A + top 12.5 mm Fiber
Reinforced Soil
Soil A+ top 25 mm Fiber
Reinforced Soil
Soil A + top 50 mm Fiber
Reinforced Soil
Reinforced Soil
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
0 200 400 600 800 1000
Settlement,
mm
Load, kN/m2
Reinforced Soil
Reinforced Soil
Reinforced Soil
Reinforced Soil

Model Footing Test:
Load Settlement curves for Fiber Reinforced Soil :
132
Load Settlement Curve for Fiber Reinforced
Soil with 1.00% Polyester Fiber
Load Settlement Curve for Fiber Reinforced Soil
with 12.5 mm (B/8) Depth of Fiber Reinforcement
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
0 100 200 300 400 500 600 700 800
Settlement,
mm
Load, kN/m2
Reinforced Soil
Reinforced Soil
Reinforced Soil
Reinforced Soil
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
0 100 200 300 400 500 600
Settlement,
mm
Load, kN/m2
Soil A + 0.25% fiber

Actual Footing Test
Aim:
• The main aim of this investigation is to verify the small scale laboratory
experiments on clayey soil mixed with fibers.
Test arrangement:
• Size of Footing : Square footing of 1 m X 1 m having tk 20 mm
: Depth of footing 1m below G.L.
• Size of Pit: 2 m x 2 m x 3 m ( twice the width of footing)
Total no. of tests : 2 (One on un-reinforced clay + one on fiber reinforced soil)
133

Actual Footing Test:
Test Arrangement:
134
Test Arrangement for Actual Footing in the Field
 Two mild steel plates of
size 1.00 m x 1.00 m
having the thickness of
20 mm were taken.
 In between these two, top
and bottom plates ISMC:
100 were welded on the
boundary and in the
centre also so that this
arrangement will behave
as an actual footing.
 For uniform distribution
of load on these
arrangement mild steel
plates of size 600 mm,
450 mm and 300 mm
were placed respectively.

Test Arrangement :
135
Full Scale Footing Test in the Field

136
Manually Mixing of Fibers in the Field

• Freeze-thaw cycle (According to IS:4332, Part IV):
1. Freezing: 24 hours at -10°C
2. Thawing: 24 hours at +25°C
No. of freeze-thaw cycle:
1. 0 cycle
2. 1 cycle
3. 3 cycles
4. 5 cycles
5. 10 cycles
138
24
hours
Freezi
ng at -
10°C
24
hours
Thawi
ng at
+25°C

0.0
50.0
100.0
150.0
200.0
250.0
300.0
350.0
0 5 10
%
increase
in
UCS
No. of cycles
% Increase in strength of fiber reinforced
soil compared to unreinforced soil
12 mm PP 1%
12mm PP 0.5%
6mm PP 1%
6mm PP 0.5%
12mm PE 1%
12mm PE 0.5%
139

• The practicing engineers employ this technique for stabilization of
thin soil layers, repairing failed slopes, and earth retaining
structures.
• Due to week engineering properties as excessive settlement,
expansion and swelling characteristics, various difficulties are faced
while designing the side slopes of canal resting on clayey soil.
• Thus to increase the stability polyester fibers were proposed for
reinforcing the clayey soil in the earthwork for canal lining work.
140
APPLICATION OF FIBER REINFORCED
CLAYEY SOIL- CANAL LINING
Researcher: Miss uma (PG Student)

Canal Lining:
Location of Canal:
141
The sites of Branch
Canal, Distributory
Canal and Minor Canal
are located at South
Gujarat region.
Site at Branch Canal of South Gujarat Region

Canal Lining:
Cross Section of Canal:
142
Cross Section of Branch Canal of South Gujarat Region
Cross Section of Distributory Canal of South Gujarat Region
Cross Section of Minor Canal of South Gujarat Region

Canal Lining:
Factor of Safety of Un-lined Canal by Swedish Circle Method:
Branch Canal:
143
Swedish Slope Circle Method for Canal without lining for Branch Canal

Canal Lining:
Factor of Safety of Un-lined Canal by Slide Software:
Distributary Canal Minor Canal
144
Factor of Safety of Unlined Distributary
Canal by Slide Software
Factor of Safety of Unlined Minor Canal by
Slide Software

Canal Lining:
Proposed Section of Canal Branch Lining:
145
Proposed Section of Branch Canal of South Gujarat
Region
 350 mm thick fiber reinforced
clayey soil (available clayey
soil on site mixed with 0.50%
polyester fibers) lining in bed as
well as on sides of canal
earthwork was proposed.
 Fiber reinforced cement
concrete lining of 100 mm thick
should be placed above fiber
reinforced clayey soil lining to
avoid the penetration,
percolation and smooth flow of
water.

Canal Lining:
Proposed Section of Distributory Canal Lining:
146
Proposed Section of Distributary Canal of South Gujarat Region
 500 mm thick fiber reinforced clayey soil (available clayey soil on site mixed with
0.50% polyester fibers) lining in bed as well as on sides of canal earthwork,
 Above that 300 mm thick rubble soiling having density 22 kN/m3 to counter balance
the swelling pressure of un-reinforced clayey soil and
 Above that 150 mm thick fiber reinforced cement concrete lining on the fiber
reinforced clayey soil lining.

Canal Lining:
Proposed Section of Minor Canal Lining:
147
Proposed Section of Minor Canal of South Gujarat Region
 300 mm thick fiber reinforced clayey soil (available clayey soil on site mixed with 0.50%
polyester fibers) lining in bed as well as on sides of canal earthwork was proposed and,
 Above that 100 mm thick fiber reinforced cement concrete lining on the fiber reinforced clayey
soil lining.
 For fiber reinforced cement concrete lining the minimum grade of concrete should be M20
with dosages of triangular shaped polyester fibers 125 gm/bag of cement. For achieving the
required workability of concrete appropriate dosage of plasticizer admixture should also
be mixed with concrete. In concrete lining appropriate thermal expansion joint with
doweling should be provided.

Canal Lining:
Factor of Safety of lined Canal by Swedish Circle Method:
Branch Canal:
148
Part 1: Calculation of Area of N and T Rectangles up to 350 mm for Fiber Reinforced Soil
Swedish Slope Circle Method for Lined Branch Canal

Canal Lining:
Factor of Safety of lined Canal by Swedish Circle Method:
Branch Canal:
149
Part 2: Calculation of Area of N and T Rectangles below 350 mm for Un-reinforced Soil
Swedish Slope Circle Method for Lined Branch Canal

Canal Lining:
Factor of Safety of lined Canal by Slide Software:
Distributory Canal: Minor Canal:
150
Factor of Safety of lined Distributary Canal by
Slide Software
Factor of Safety of lined Minor Canal by
Slide Software

Canal Lining:
Mixing of Fibers in the Field:
151
Rotometer for Soil – Fiber Mixing

Modeling of Pavement in Plaxis 2D:
152
Modeling of Pavement Section for Un-reinforced Soil A’ in Plaxis 2D
Mess Generation

153
Deformation in the form of shading

154
Software
Deformation at the
top of sub grade,
mm
Ansys 2D 0.279
Plaxis 2D 0.263
Comparison of Results obtained by Plaxis 2D & Ansys 2D
 Difference in the results of deformation on the top of subgrade = 5.73 %

Modeling of Footing resting on Fiber Reinforced Clayey
Soil in Plaxis 2D:
155
Modeling of Footing resting on Fiber Reinforced Soil
 2D Axisymmetric problem
and 15 noded structural
element.
 Circular Footing as a plate
element.
 Mohr Columb analysis.
 The safe bearing capacity of
fiber reinforced clayey soil,
250 kN/m2 was applied as a
pressure .

Soil in Plaxis 2D:
156
Deformed Mesh after application of Pressure

Soil in Plaxis 2D:
157
Deformation in the form of shading

Soil in Plaxis 2D:
158
Load settlement curve of footing on
fiber reinforced soil
Software
Deformation at
the top of sub
grade, mm
Plaxis 2D – circular
footing of size 1.0
4.40
Experimental – square
footing of size 1.0 m
6.90
Comparison of Experimental Results and
Numerical Results obtained by Plaxis 2D
0
10
20
30
40
50
60
0 200 400 600 800 1000
Settlement,
mm
Load in kN/m2

The first documented use of stone columns was for the Taj Mahal in India, which was completed in
A.D. 1653. The historic structure has been successfully supported for 3 centuries by hand-dug pits
backfilled with stones.
Courtesy: http://www.vibroflotation-ng.com/
159
Researcher: Dr.Yogendra tandel

What is ground improvement?
160
 Sometimes soil is not capable enough to take the load transfer by the
structure.
 In such situation, ground is strengthen to take the design loads.

What is stone column?
161
 Bore hole is made upto desired depth and backfilled with
suitable cohesionless material

Ground improvement methods
Stone column
Deep mixing
Grouting
Pre fabricated
vertical drain
Dynamic
compaction
162

Why stone column?
 advantage of reduced settlements
 accelerated consolidation settlements
 simplicity of its construction method
 economical
 environmentally friendly
 construction of the structure is possible as
stone column installation is completed
Cased-borehole method (Datye and
Nagaraju1975)
163

Limitations of stone column
Load
Stone column
164

Stone column
σrL
σrL
4d
Load
166

Remedial measure to overcome the problems of ordinary stone column
Skirted granular pile/stone column
(Rao and Ranjan, 1989)
Geogrid/Steel disc in horizontal plane
(Ayadat and Hanna, 2005)
Nailing (Shivashankar, 2010)
Geosynthetic reinforced stone column
(Raithel et al. 2000) 167

Encased Stone Column
168
Bearing capacity enhanced by
Passive
Geosyntheti
c
encasement
pressure
+
Additional
confinement
Stone column
Sectional

Construction of Encased Stone Column
169
Alexiew et al. (2005)

The first foundation system
“geotextile encased columns
(GEC)” for widening an about 5 m
high railroad embankment on
peat and clay soils in Hamburg
was carried out in 1996.
 Airplane dockyard (EADS) in
Hamburg-Finkenwerder new
Airbus A 380 in 2002.
Courtesy: Raithel et al. 2008
170

Installation methods of RSC
(i) Displacement method (ii) Replacement method
171

Test Set up
Schematic diagram of load test on single stone column in
a unit cell
 A cylindrical tank of 260 mm diameter and
height of 600 mm (with 450 mm clay bed).
 The plan area of the tank is equivalent to a
typical unit cell area of stone column
installed at a centre-to-centre spacing of
247.62 mm in a triangular pattern and
230.4 mm in a square pattern.
Model tank
172

Installation of Stone Column
173

Finite Element Analysis
Typical finite element mesh used in the analyses of single stone column
RSC
Clay bed
175

Results and discussions for single stone column
Effect of geosynthetic reinforcement
0
10
20
30
40
50
0 75 150 225 300 375 450 525
Settlement
(mm)
Stress (kPa)
Clay bed OSC-50 mm dia
EXP
FEM
(a) (b)
Deformed shapes of stone column by
experiment: (a) OSC-50 mm dia; and
(b) RSC-50 mm dia (Woven)
Stress vs. settlement response of 50 mm diameter OSC and RSC (Woven)
 At 25 mm; RSC = 3.65OSC
 At 50 mm, RSC = 4.12 OSC
176

Deformed shapes of stone column by FEM: (a) OSC-50 mm dia;
and (b) RSC-50 mm dia (Woven)
0
50
100
150
200
250
300
350
400
450
0 2 4 6 8 10 12
Depth
(mm)
Lateral deformation (mm)
OSC-50 mm dia
RSC-50 mm dia (Woven)
lateral deformation vs. depth for an
OSC and a RSC (Woven) at a vertical
settlement of 50 mm
 lateral deformation (OSC=9.59mm; RSC=2.82 mm)
 lateral deformation depth (OSC = 3d); RSC (6d)
177

(a) (b)
Deformed shapes of stone column by experiment:
(a) OSC-50 mm dia; and (b) OSC -75 mm dia
Deformed shapes of stone column by FEM: (a) OSC-50 mm
dia; and (b) OSC -75 mm dia
178

Installation of Stone Column
179

Finite Element Analysis
Clay
bed
RSCs
Typical finite element mesh used in the analyses of small group of stone column
181

Results and discussions for group of RSCs
Effect of geosynthetic reinforcement
0.00
0.05
0.10
0.15
0.20
0.25
0.30
0.35
0 2 4 6 8 10 12 14
S/B
q/Cu
Clay bed OSC RSC (Woven)
EXP
FEM
0
50
100
150
200
250
300
350
400
0 2 4 6 8 10
Depth
(mm)
Stress concentration factor (n)
q/Cu vs. S/B for clay bed, OSC and RSC (woven) with
ARR = 19.63%, RL/L = 1
Effect of reinforcement on stress
concentration factor
 Load carrying capacity of RSC = 2.20 OSC
 q/Cu = 2.78, settlement reduction = 54%
 q/Cu = 5, settlement reduction = 64%
n for RSC = 4.6 OSC
182
OSC
RSC (Woven)

Deformed shapes of OSC group by
experiment with ARR = 19.63%,
RL/L = 1
Deformed shapes of OSC group by FEM with ARR = 19.63%,
RL/L = 1
183

Deformed shapes of RSC (Woven)
group by experiment with ARR =
19.63%, RL/L = 1
Deformed shapes of RSC (Woven) group by FEM with
ARR = 19.63%, RL/L = 1
184

Deformed shape of RSC (Net) with ARR =
19.63%, RL/L = 1
Deformed shapes of RSC (Woven)
with ARR = 19.63%, RL/L = 1
185

6) Filed load tests
Site Characteristics
All the tests were performed nearer to Althan creek, Surat city, in the state of Gujarat, India
(a) (b)
Site location: (a) aerial view; and (b) photographic view
186

Sand Column Installation
Proposed method of replacement installation
(Gniel and Bouazza 2010)
187

 WITHOUTTREATMENT
 WITH GI MATRESS AND AGGREGATE LAYER
 WITH GEOTEXTILE AND SAND CUSHION
190

Plate
GI Matresses
Aggregate Layer
GI Matresses
Sand Layer
Fill Material
30 cm
20 cm
Arrangement of GI Mattresses along with layers of aggregate and sand for plate load test
at landfill site.
GI Mattresses Used for
Improvement
193

194
FORTHE MSW SAMPLES
Researcher: Dr. Nehal Dalal

Failure pattern of samples in UCCTest
195

196
Displacement Contour Pattern for foundation size of 1.5 x 1.5 m
Soil reinforced with Geo-synthetic

197

198

Soil Block modelled with foundation
199

Soil Block modelled with foundation
200

Soil Block modelled with Foundation and Geonet
201

Soil Block modelled with Foundation and Geogrid
202

Stresses developed in the layers of
CONTINUE…
203

205
For KOBE Earthquake For EL Centro Earthquake
Time History Function Definition

206
With Reinforcement Layers With Reinforcement Layers and Soil
Block
 G + 3 building modeled in SAP 200014

207
With Un-reinforcement Layers
With Geonet Layers
With Geogrid Layers
 Vertical Displacement for waste
dump site at Inner footings for Kobe
earthquake

CONTINUE…
208
With Un-reinforcement Layers
With Geogrid Layers
With Geonet Layers
 Vertical Displacement Contour
on area Object for Building
resting on waste dump site for
DL + LL + EL Centro Earthquake
Loading

209
SOIL STRUCTURE INTERACTION
The process in which the response of the soil influences the motion of the
structure and motion of the structure influences the response of the soil is
called soil structure interaction

Modelling soil-structure interaction system
210
Modelling soil-structure interaction system (after Dynamic Analysis and
Earthquake Resistant Design, 2000)

Analytical models for dynamic interaction in case of rigid
foundation and pile foundation
Analytical models for dynamic interaction in case of rigid foundation and pile foundation
(after Dynamic Analysis and Earthquake Resistant Design, 2000).
211

Inertial Interaction
• The mass of structure and foundation causes them to respond dynamically. The SSI effect
which is associated with the mass of the structure is termed as inertial interaction.
• It is purely caused by the inertia forces (seismic acceleration times mass of the structure)
generated in the structure due to the movement of masses of the structure during vibration.
• The inertial loads applied to the structure lead to an overturning moment and a transverse
shear.
• If the supporting soil is compliant, the inertial force transmits dynamic forces to the
foundation causing its dynamic displacement that would not occur in case of a fixed-base
structure.
• The deformations due to inertial interaction can be computed from the equation of motion
(Kramer,1996).
where [Mstructure ] is the mass matrix assuming that the soil is massless as shown in Figure.The
right hand side of equation shows the inertial loading on the structure foundation system which
depends on base motion and foundation input motion including kinematic interaction effect.
212

Kinematic Interaction
The SSI effect which is associated with the stiffness of the structure is termed as kinematic interaction.
213
Kinematic interaction with free-field motions indicated by dashed lines: (a) flexural stiffness of surface
foundation prevents it from following vertical components of free-field displacement; (b) rigidity of block
foundation prevents it from following horizontal component of free-field displacement; (c) axial stiffness of
surface foundation prevents immediately underlying soil from deforming incoherently
• If a foundation on the surface of, or embedded in, a soil deposit is so stiff that it cannot follow the
free-field deformation pattern, its motion will be influenced by kinematic interaction, even if it has
no mass.
• For example the flexural stiffness of the massless mat foundation in (figure. a) prevents it from
following the horizontally varying vertical component of the free field motion. The rigidity of the
massless embedded foundation in (figure b) keeps it from following the vertically varying
horizontal free-field motion. The axial stiffness of the slab in (figure c) prevents development of
the incoherent free-field motion.
• In each of these cases the motion of the foundation is influenced by kinematic interaction.
• Kinematic interaction will occur whenever the stiffness of the foundation system impedes
development of the free-field motion

WINKLER’S THEORY
215
Winkler’s theory explains analysis of beams on elastic foundation. The beam lies on
elastic foundation when under the applied external loads, the reaction forces of the
foundation are proportional at every point to the deflection of the beam at this
point

WINKLER’S THEORY Cont.
216
Equivalent Foundation resting on Winkler spring bed

WINKLER’STHEORY Cont.
Winkler’s idealization represents the soil medium as a system of identical
but mutually independent, closely spaced, discrete, linearly elastic
springs.
According to this idealization, deformation of foundation due to applied
load is confined to loaded regions only.
Figure shows the physical representation of theWinkler foundation.
 The pressure–deflection relation at any point is given by p= kw, where p=
pressure, w= deflection, k = modulus of subgrade reaction.
217

Winkler, assumed the foundation model to consist of closely
spaced independent linear springs.
If such a foundation is subjected to a partially distributed
surface loading, q, the springs will not be affected beyond the
loaded region
218

For such a situation, an actual
foundation is observed to have the
surface deformation as shown in
Figure.
 Hence by comparing the
behaviour of theoretical model and
actual foundation, it can be seen
that this model essentially suffers
from a complete lack of continuity
in the supporting medium.
The load deflection equation for
this case can be written as p = kw
219

G= 𝛒 x (Vs)2
G= Dynamic shear modulus of soil
υ= Poisson’s ratio of soil
𝛒 = mass density of soil
V s = shear wave velocity of soil
m= mass of machine and foundation, J= mass of the moment of inertia of machine and
foundation
K= equivalent spring stiffness of the soil, C= Damping value of the soil
B= inertial factor contribution to the damping factor
L= Length of the foundation, B=width of the foundation
222

224
ELASTIC CONSTANTS
STIFFNESS & DAMPING 1 m x 1 m

Rigid footing
• For shallow bearing footings that are rigid with respect to the supporting soil an
uncoupled spring model represent the foundation stiffness. The equivalent spring
constants are mentioned in Table.
225
(a) Idealized Elasto-Plastic Load-Deformation Behaviour for soils
(b) Uncouple spring model for rigid footings
Soil Flexibility in FEMA-356

226
Elastic solutions for Rigid footing Spring Constraints

Pile applications
Soft to
Firm Clay
Large Distributed
Weight
Very Large Concentrated
Weight
Strong Rock
Low
Weight

228
Figure (a) Pile Group Finite Element Model Winkler Spring Model in Pile in SAP: 2000

Horizontal Soil Model Surrounding Piles
• Effects of the soil surrounding the piles in the horizontal direction were
modelled in terms of elements with axial stiffness only. These elements
were placed only on one side of the pile with equal axial stiffness in
compression and tension.
• A bilinear relation between the horizontal soil pressure and lateral
displacement, as shown in Figure c, was used to idealize the soil strength.
• The analyses described in this section were performed using the soil types
(Coefficient of Subgrade Reaction, kS for Soft Soil: 3000 kN/m3; Stiff Soil:
30,000 kN/m3).
• The bilinear horizontal soil model expressed in terms of the soil pressure
was given by (Pender 1978; Poulos 1971)
229

Bilinear Soil Model 230
Finite Element Model for Single Piles

Estimation of soil Damping
231
Values of soil Damping as per Richart and Lysmer(1970)

232
DESIGN PHILOSOPHIES
Design of Piled raft

Plate LoadTest
• Conducted to determine ultimate bearing pressure (or bearing capacity) of a
soil in-situ, when soil strata is reasonably uniform.
• To determine the modulus of subgrade reaction of a soil strata, used in the
design of raft foundations and pavements
• Conducted at proposed foundation level in a test pit, which is at least 5 times
the plate size
• If the water table is above the test level, it may be lowered down artificially
by adopting pumping
• All the dead loads, viz., ball and socket, loading column, jack, test plate, etc.
should be properly accounted for eccentricity.
233
Vertical LoadingTest

Size of plate
• Circular or square plates of 300-750 mm size (mild steel), thickness not less than
25 mm, or equivalent concrete blocks with grooved bottom for better contact.
• Single size of plate may be sufficient for testing in clays.
• Three plates of different size are suggested for testing in gravelly and dense sands
(to understand the size effect), and results are extrapolated for real footings.
• Side of the plate should be greater than 4 times the maximum size of particle
present at the location
234

Loading
• Stress controlled loading in cumulative equal increments upto 1 kg/sq.cm. (100
kPa) or one-fifth of the estimated ultimate bearing pressure (qu), Ex., Load on the
plate should be 100 kPa in the first stage, followed by 200 kPa in the second stage,
300 kPa in the third stage, and so on, till the final load is reached; or
• 1/5qu in the first stage, followed by 2/5qu in the second stage, 3/5qu in the third
stage, 4/5qu in the fourth stage, and qu in the last loading stage.
• Gravity loading
• Reaction loading in the form of
• Kentledge
• Anchored piles
235

Hydraulic or mechanical Jack
236

Lateral and Moment loaded piles
• The safe lateral load on the pile shall be taken as the least of the
following :
a) Fifty percent of the final load at which the total displacement
increases to 12 mm;
b) Final load at which the total displacement corresponds to 5 mm
Note :The deflection is at cut-off level of the pile.
237
Lateral Load test Just like axial capacity, lateral capacity of pile can also be obtained
by conducting lateral load tests in the field
Typical lateral load test setup for steel piles –See pile No 2 in Picture.

238
Lateral Loading is applied through the rod on to the pile by
means of a Hydraulic jack

Earthquake loading on piles.
• Earthquake loading is catastrophic for the pile foundation due to the fact that it
induces very high lateral loading from the surrounding soil and the superstructure it
carries causing a flexural failure of the pile due to its slenderness. Hence, this calls
for a rigorous study of pile response to earthquake loading using complex
mathematical/computational method
239
Potential failure modes of pile foundations subjected to seismic loading

Earthquake loading on piles
240
Earthquake effects on pile foundations

241
Lateral load for pile design for earthquake-related permanent ground deformation
A very simple method of pile design for earthquake-related permanent ground
deformation used by the Japanese Road Association (JRA 1996) involves
consideration of a distributed load along the pile shaft as shown on Figure along
with other structural loads.

Earthquake loading on piles
DYNAMICANALYSIS
An elaborate numerical model based on finite element (based on
software package such as SAP: 2000, FLUSH, PLAXIS, QUAKE/W,
ABAQUS, LSDYNA) or finite difference (FLAC) is also sometimes
used to estimate the pile behaviour. A suite of earthquake
accelerogram are used in these analyses.
242

Settlement of piles
• Piles are subjected to the settlement due to the vertical loads coming on to
them from the structure supported by them.
• The total settlement of a single pile has the following components
• Elastic settlement of the pile (se1)
• Settlement of the pile caused by the load at the pile tip(se2)
• Settlement of the pile caused by load transfer along the pile shaft (se3).
243

load sharing mechanism
248
Schematic view of load sharing mechanism between pile and rafts in a piled raft foundation
(1) pile-soil-pile interaction and (2) pile-soil-raft interaction

Classification of Machine Foundation
Block type Box type
Wall type Frame type
249

224
Experimental set up ofTG Foundation
Rafts with Barrette
Rafts with Pile
Raft foundation
Researcher: Dr. SungyaniTripathi

Validation of results with SAP2000
Raft foundation
Rafts with barrette Rafts with pile 254

Modal Analysis Results: Mode Shapes 1 & 2
Analysis of Chimney using SAP 2000 V 14.0.0.
256
Researcher: Dr. SungyaniTripathi

Modal Analysis Results : Mode Shapes 5 & 6
Analysis of Chimney using SAP 2000 V 14.0.0.
257

Without SSI With SSI EnlargedView of Elements
Soil Element Raft
Chimney
258

Without SSI,Vs =150 m/s,Vs = 300 m/s,Vs = 600 m/s,Vs = 1200m/s
T = 3.742sec T = 4.127 sec T = 3.7464 sec T = 3.7447 sec T = 3.74411 sec
259

Reciprocating
Motion
Circular Motion
Piston
Speed Controller
Circular
Graduated Disc
Model
Tank
Soil Filled
Load Device
EXPERIMENTAL SETUP
Title of Invention: Apparatus For Generation Of Vibration
Due To Cyclic Loading
260
Effect of high speed rail on railway pavement
Researcher: Mrs. Pooja Rao

261
FIXATION OF ACCLEROMETER DATA ACQUISITION SYSTEM
Experimental setup for tall tower (shake table experiment + SSI)
Researcher: Dr. Hemal Shah

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