geosynthetic reinfored soil structuresevents.iitgn.ac.in/2016/geosynthetics2016/symposium... ·...
TRANSCRIPT
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Geosynthetic Reinfored Soil Structures
By
Satish Naik
Historical Perspective
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Evolution Of Soil Reinforcement
Ribbed Steel Strip – The First Engineered Soil Reinforcement
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Welded Steel Ladders
Extruded HDPE Geogrid
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Uniaxial Woven Geogrid
Knitted Geogrid
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Polymeric Straps
Concept of Soil Reinforcement
Courtesy of Strata Geosystems
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Reinforced Soil Design
1-16
Components of an Reinforced Soil Wall
Finished Grade
Reinforcements
Retained
Backfill
Facing
Foundation Soil
Original Ground
Limits of Excavation
Mechanically Stabilized Earth
Mass
Leveling Pad Drainage
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External Stability Modes
External Stability Modes
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External Stability Modes
Pullout of the Reinforcement
Anchorage Length
Internal Stability Modes
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Overstressing in the Reinforcement
STRESS
STRESS
STRESS
STRESS
STRESS
STRESS
Internal Stability Modes
Global Mode Of Failure
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Geogrid – Properties & Testing
Allowable Design Strength
Purpose - Define material properties and reduction factors for determination of allowable design strength, Ta:
Ta = Tult RFCR x RFDUR x RFID x FSUNC
Reference Reinforced Soil Slopes – FHWA
Segmental Retaining Walls – NCMA
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Required Geogrid Testing
Tensile Strength
Long-term Creep
Chemical & Biological Durability
Installation Damage
Pullout Resistance in Soil
SRW Facing Connection
Wide-Width Tensile Tests - ASTM D4595
Wide width Tensile Strength
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Creep Factor
Reduction Factor for Installation
Damage, RFID
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Pullout Resistance in Soil Soil Interaction Coefficient Ci
Connection Properties (Panel)
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Connection Properties (Panel)
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TENSILE LOAD vs DISPLACEMENT
0
10
20
30
40
50
60
70
80
90
100
110
120
0 10 20 30 40 50 60 70
DISPLACEMENT (mm)
TE
NS
ILE
LO
AD
(k
N/m
)
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CONNECTION STRENGTH vs NORMAL LOAD
Tcp = Wu*tan (14.4°) + 81.2 (kN/m)
Tsc = Wu*tan (39.4°) + 1.4 (kN/m)
0
10
20
30
40
50
60
70
80
90
100
110
120
0.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0
NORMAL LOAD (kN/m)
CO
NN
EC
TIO
N S
TR
EN
GT
H (
kN
/m
Geogrid Soil Retention Systems Segmental Block Wall – Segmental Block faced reinforced soil wall is a composite system consisting of Block units in combination with a mass of reinforced soil stabilised by horizontal layers of Geogrid.
Panel Faced Wall – Panel faced wall is a reinforced concrete panel faced reinforced soil wall system of T and square shape.
Stabilised Slopes – This is an environment-friendly green-faced solution, can substantially increase the usable land for change-of-grade applications. They are further divided into stiff faced slopes from 45 to 70°and soft faced slopes less than 45°
Mesh Faced Walls – This is an environment-friendly stone facedn-faced solution, Can be of both gabion faced as well as with welded steel mesh facing.
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Schematic representation of Panel faced Reinforced Soil Wall
Panel Faced Reinforced Soil Walls
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Moradabad Bareilly Expressway
Fly-ash can also be used as a reinforced backfill
ROB at Khaperkheda TPS
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Fly Ash spread on the approach
Aerial view of approach
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Geogrid soil reinforcement spread and pinned
Geogrid connection to panel
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Heavy rolling of Fly Ash Fill
Light rolling at edges and corners
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Geogrid awaiting backfill placement
Completed and capped structure
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Block faced reinforced soil wall
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Block Faced Walls, NH-8 Gujarat
Between Mumbai & Ahmedabad
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Gabion Face Geogrid
Reinforced Walls
Gabion Faced Geogrid Reinforced Soil Bridge Retaining Wall
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The direction along which
Geogrid has to be laid for
reinforcement
Shillong Bypass Project, NHAI- Meghalaya
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Gabion faced walls at Lodha Splendora, Thane
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85 degree Steel Mesh Faced Wall
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Steel Mesh Faced Reinforced Soil Slope – up to 70°
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PrimaryReinforcement
IntermediateReinforcement
6 ft Maximum12"-18"Typical
4 feet
Slope Face(surface vegetationrequired)
< 45 degrees
Soft Faced Reinforced Soil Slope
Geogrid Reinforced Slope
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Shillong Bypass Project, NHAI- Meghalaya
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Composite Structure With
A. Gabion Base and Reinforced Soil slope with
Reinforced Soil Wall / Slope on the top
B. Stabilised rear cut face with Soil Nails with a
Reinforced Soil front facing
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Shored Reinforced Soil Walls
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Composite Structure With A Gabion
Base
Wadi-Umti Recharge Dam
Sultanate of Oman
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Biaxial Geogrid
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Roads on Weak Soils
weak soil
Penetration of coarser sub base course particles into weak subgrade on loading
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Application of Biaxial geogrid
Granular material compacted over biaxial geogrids partially penetrates and projects through the apertures creating a strong and positive interlocking
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weak soil
Biaxial
geogrid
weak soil
More effective load distribution enables heavier loading Biaxial
geogrid
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Embankment over Soft clay usage of Biaxial Geogrid or High Strength Woven Geotextile
Reinforcement:
Full width or
localised areas
Soft Clay Foundation
Embankment Fill
Reinforcement
tension develops as
a vector of these forces
IRC-113-2013-Geosynthetic Reinforced Embankment on Soft Soils
Glass Fibre Geo-composite
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asphalt layer (overlay)
Underlying asphalt pavement
Glassfibre Geogrid
Non-woven Geotextile
Asphaltic Reinforcement
Glass fiber geogrid composite is a high-strength, low strain composite of glassfibre reinforcement and a non-woven geotextile
Laying of Asphaltic Reinforcement
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Repairs & Rehabilitation Of
Reinforced Soil Structures
Project in Gujarat
Height of RSW was ranging from 2.0 m to 9.0 m
Soil investigation was carried out to assess the
bearing capacity of foundation soil
Results of SPT test result showed abrupt variation
from 7 to 21 indicating erratic ground condition
Uncontrolled filled soil was encountered with depth
varying from 1.5m to 3.5m
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Ground Improvement
Replacement of top layer of uncontrolled fill with
well-compacted granular soil was decided
Wall with height up to 5.0 m was built on natural ground
without any treatment after providing required
embedment.
For wall with higher height, geotextile reinforced well
compacted granular soil was used. H
eigh
t of
the
RS
wal
l
G.L.
Em
bedm
ent
dept
h
Length of the geogrid
Reinforced Soil Zone
2500
200
1500
Woven geotextile
Wrap around
Section for 5.0m to 7.0m height of wall
well compacted granular soil
Proposed ground improvement for wall with height ranging from 5.0m to 7.0m
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Hei
ght
of t
he
R. E
. wal
l
G.L.
Em
bed
men
t d
epth
Length of the geogrid
Reinforced Soil Zone
2500
200
1500
Woven geotextile
Wrap around
Wrap around
15002001500
Section for 7.0m to 9.0m height of wall
Well compacted granular soil
Proposed ground improvement for wall with height ranging from 7.0m to 9.0m
Effect Of Severe Rains
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Effect Of Severe Rains
A stretch of 20 m of partly built wall of only 7 blocks
(1.421 m) subsided with the subsidence at its highest
being 550 mm.
The reinforcing geogrid was 8.3 m long and placed in
two layers as per design
The wall face had opened up and the leveling pad exposed
It had cracked at many places indicating subsidence
Effect Of Severe Rains
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Investigation of failure
DCPT test were conducted at the site of failure
DCPT-values less than 4 reflect marginal to poor
compaction
DCPT-values above 6 indicate medium to better
compaction
DCPT – RESULT
CONDUCTED TO
CHECK COMPACTION
STATE OF REPLACED
SOIL
DCPT-Structure-2
0
0.5
1
1.5
2
2.5
3
3.5
4
4.5
5
5.5
0 10 20 30 40 50 60 70 80
DCPT-N-value
Dep
th (
m)
DCPT N value
after replacement
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Solution
DCPT value indicated that proper densification was not achieved.
With further observation beyond 2.5 m depth, competent soil strata was identified.
Densification of replaced fill with sand/stone pile was considered and implemented
Proper densification was verified by DCPT test before installation of RSW
Densification with Stone Piles
G.L.
H
1000
300
3500
REINFORCED SOIL WALL
REPLACED FILL
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DCPT value
All DCPT-value are greater than six showing proper densification.
Structures are performing satisfactorily for Ten years despite the heavy traffic load of NH-8
DCPT-Structure-2
0
0.5
1
1.5
2
2.5
3
3.5
4
4.5
5
5.5
0 10 20 30 40 50 60 70 80
DCPT-N-value
Dep
th (
m)
AFTER DENSIFICATION WITH STONE PILES
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FINISHED PROJECT
Facing connection failure
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Soil nailing at centre of panel
Connecting bolt failure
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Connection details
Nailing for re-attaching facing
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Bulging of panel joints
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No reinforcement on top of wall
Missing top reinforcement
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Repairs
Dimensional Tolerances
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All defects possible
Details
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Improper Backfill
Large boulders
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No drainage media
Geogrid exposure & vandalism
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Effect of flowing water
Failure due to excess pore pressure buildup
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Slide At Toe Of Wall
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Global stability failure
Some Other Precautionary Measures
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Levelling pad step
Foundation Too High
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Direction of geogrid laying
Backfill too low
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Reinforcement too low
Thank You