CG CROZIER Crozier Geotechnical- Geotechnical Consultants ...
GEOTECHNICAL ENGINEERING ECG 503 LECTURE … · GEOTECHNICAL ENGINEERING ECG 503 LECTURE NOTE 9 ......
Transcript of GEOTECHNICAL ENGINEERING ECG 503 LECTURE … · GEOTECHNICAL ENGINEERING ECG 503 LECTURE NOTE 9 ......
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GEOTECHNICAL ENGINEERING
ECG 503
LECTURE NOTE 9
3.0 ANALYSIS AND DESIGN OF
RETAINING STRUCTURES
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LEARNING OUTCOMES
Learning outcomes:
At the end of this lecture/week the students would
be able to:
Able to design Reinforced Earth Structures
(Mechanical Stabilized Earth Walls, MSE)
FOS Against Overturning, Sliding and Bearing
Capacity Failure
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TOPIC TO BE COVERED
Reinforced Earth Structures
(Mechanical Stabilized Earth
Walls, MSE)
Analysis and Design
FOS Against Overturning,
Sliding and Bearing Capacity
Failure
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Types of retaining wall (after J.E. Bowles – 1977)
Gravity walls
No tensile, not economical for high > 1.5m
Cantilever wall
r.c. structure, economical for moderate hight (up to 7.5m)
Semi-gravity wall
Counterfort wall
Suitable for high wall (5 – 10m)
Bridge abutment wall
Crib wall
Precast conc. member,
granular fill, like gravity
wall
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BACKFILLED WALL
i. Wall Geometry
Terminology
Geometry of historically successful wall(after
J.E. Bowles – 1977)
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ii. Selection & Types
of Retaining wall
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Classical Semi-gravity
Retaining Wall (JKR-1979)
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Pre-cast Retaining Wall
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iii. Selection of soil parameters
• Usually involves effective stress analysis (c’ & Ø’)
• Unit weight of soil 16 to 22 (granular) & 15 to 21 (stiff clay) kN/m2
• In the absence of reliable laboratory test data for clay
plasticity index Ø’ (critical)
15 30
30 25
50 20
80 15
• For sand Ø’= 30 + (A+B) where A= 0 to 4 (rounded to angular)
B = 0 to 4 (uniform to well graded)
• For rock Ø’ = 28 (weak mudstone)
42 (weak sandstone)
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Earth retaining structure should not fail. The design must satisfy limit state
philosophy i.e.
i. ultimate limit states (total collapse – external & internal stability)
ii. serviceability limit states (deformations)
External stability deals with adequacy against: i. Overturning
ii. Sliding
iii. Bearing capacity
iv. Global stability
Internal stability deals with adequacy against: i. Bending moment
ii. Shear
iii. Tension
Serviceability limit states involve limiting deformations to tolerable value
It is normal to limit deformation by adopting high FOS against u.l. states
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Overturning & Sliding
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Bearing capacity failure
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Global stability
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Case histories on
design,
construction &
failures of earth
retaining
structures:
• Masonry wall
• Gabion wall
• R.C. Wall
• L-shape
• Cribwall
A lesson from an
engineering
failure is better
than 1000 theories
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Construction of cantilever wall
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Failure of masonry wall in Johor
i. By rupture
ii. By sliding/tilting
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4.5m
0.3m
1.5m
R
S
Ov
Collapse of wall
Source: Maphilindo’s record photograph
Plastic sheet
Disintegrated rubble
Intact piece of rubble
Computation Results
Retaining Wall Height
4.5m
Type Unreinforcedmasonry
Geometry: B/H ratio
0.33 < 0.7
Bearing pressure -ve: R out of middle 3rd
FOS against Sliding S
1.0 <1.5
FOS Over turning Ov
1.1<2.0
Overall stability FOS
< 1.3
By rupture
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3m
0.225m
1.22m
S
R
Ov
Gap opening at top of wall due to lateral movement(Looking from the opposite direction)
Gap opening at top of wall due to lateral movement
Source: Contractor’s record photographSource: Contractor’s record photograph
Type Unreinforcedmasonry
Geometry: B/H ratio
0.4 < 0.7
Bearing pressure -ve: R out of middle 3rd
FOS against Sliding S
1.0 < 1.5
FOS Over turning Ov
1.1 < 2.0
Overall stability FOS
< 1.3
Sliding/Tilting
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Excessive movement – P.DExcessive movement/sliding – Meru
Gabion as bank erosion protection- Sik
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FOS = 1.48
Gagion as slope protection –
Air Kroh
Before After
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Gabion as Buffer
zone/platform
Terengganu
Buffer zone
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Erection of gabion/ terramesh
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Gabion as isolation/buffer zone -
Kedah
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Gabion/Terramesh wall –
Cemeron Heighlands
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R.c. Retaining wall - Perlis
Serviceability limit states – O.K.
Rubble wall as slope toe protection-KL
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Failure of r.c. wall at bridge abutment/ bank protection – Meru
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FOS < 1.0
(Failed)
Slope instability leading to wall
failure – Slim River
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Pre-cast r.c. wall - Seremban
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L-drain failure - Meru
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L-shape drain failure - Terengganu
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Inappropriate L-shape usage - Selayang
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Failure of retaining structure
• Painful & expensive
• Open opportunity to advance the technology,
precision, prevent recurrence
• It is a full-scale prototype test
• It confirms that fundamental theory is true
• You pay for heavy price but must at least get
something useful
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Construction &
completion of L-shape
bank protection - Sik
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Construction/installation
problem of L-shape in soft
ground – Shah Alam & Meru
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Cribwall construction- Selangor
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In Kluang
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R.E. wall
construction &
design
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Causes of r.s. failure
• Lack of technology
• Inadequate S.I.
• Design inadequacy understanding real problem is more important
than accurate calculations
• Construction inadequacy
• Lack of design input during constructiondesign is incomplete until construction is; design/verify as you go; avoid blanket design;
total solution; good liaison
• Undesirable trends & practices
• Practicing beyond one’s competency
• Pressure of time & budget
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REMARKS
• Many failures in general are repeat of the
past failures, but with new players
• Challenges now is to reduce recurrences
• Two main criteria: stability &
deformation
• Grd is complex natural material with wide
range of eng. properties may very 10 to 100X but FOS= 2 to 4
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Mechanically Stabilized Retaining
Walls
• General Consideration :
Must satisfied the two condition of :
a. Internal stability requirements
b. Checking the external stability of
the wall
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• Internal Stability
Determination of tension and pull
out resistance
• External Stability
Determination of overturning,
sliding and bearing capacity
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SH = Horizontal spacing c/c
SV = Vertical spacing c/c
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Procedure For Design Metallic Strip
Reinforcement
• General :
1. Determine the height of wall, H and the
properties of granular backfill materials
• Internal Stability
2. Assume values for horizontal, SH and
vertical, SV tie spacing. Also assume the
width of reinforcing strip, w to be used.
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