area 4-1: unreinforced slope - jkrepsmg.jkr.gov.my/images/c/cf/unreinf_slope_ceramah_basic.pdfarea...
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![Page 1: AREA 4-1: UNREINFORCED SLOPE - JKRepsmg.jkr.gov.my/images/c/cf/Unreinf_slope_ceramah_Basic.pdfAREA 4-1: UNREINFORCED SLOPE 1. Landslides in Malaysia 2. Factors Trigger to Landslides](https://reader033.vdocuments.us/reader033/viewer/2022051407/5ad0b6da7f8b9a1d328e9e8c/html5/thumbnails/1.jpg)
AREA 4-1: UNREINFORCED SLOPE
1. Landslides in Malaysia
2. Factors Trigger to Landslides
3. Introduction of Unreinforced Slope
4. Properties of Slope Material.
5. Identification Varies of Rock Types
6. General Input on Unreinforced Slope Stability Analysis in Compliance with JKR Need Statement
7. Ground Water Regime Effect
8. Basic of Drainage System
9. Slope Surface Protection Types
10. Construction Sequences
11. Slope Maintenances
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1.0 LANDSLIDES IN MALAYSIA
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Terzaghi (1950) defined landslide as “a
rapid displacement of a mass of rock,
residual soil, or sediments adjoining a
slope, in which the centre of gravity of
the moving mass advances in a
downward and out- ward direction”
“The movement of a mass of rock, debris
or earth flowing down a slope” defined by
Cruden (1991) is the most widely used
definition, and it also adopted by the
International Geotechnical Societies
UNESCO Working Party on the World
Landslide Inventory (2000).
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Genting
Sempah
Landslide
(1995)
Slip road to Genting
Highland
Mudslide brought
down a tour bus &
killing 20
passengers
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Gua
Tempurung
6th
Jan 1996
Huge boulder and
slide debris along
North South
Expressway
killing a lorry
driver
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Mud slide at
Pos Dipang,
Perak
(29 Aug
1996)
Massive mud
slide at the
kampung orang
asli Pos Dipang
with 38 casualties
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Landslide
Cases
Debris Flow at
Hill View (2002)
8 casualties
ROCK FALL AT
BUKIT LANJAN (2003) Road closure
Cemerlang Height
Tmn Harmonis(2004) 1 casualty
Landslide
Photos
Landslide
Causes
Poor filling material
without compaction
High GWT
Cohesionless soil
No surface drainage
system
Loose rock due to
the intersection
between two fault
zone
Damage of
drainages
Leakage of hydrant
Weaken in soil
structure due to
heavy downpour
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Landslide
Cases
Embankment Failure
Sec 4.3-5.71, FT270
Kesban Rd (2005)
Road closure
Deep Seated Failure
at Kampung Pasir,
Ampang (2006) 4 casualties
Embankment Failure
at Sepanggar Rd,
Karambunai (2006) 1 casualty
Landslide
Photos
Landslide
Causes
Water infiltration
through road
cracking lines into
steep embankment
during rainfall (poor
maintenance)
No surface drainage
Improper planning
of major housing
projects
Pore water pressure
at backfill of under
construction tie
back RE wall
Rainfall
High tide
Excavation works at
downslope
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Landslide
Cases
Deep Seated Failure
at Persint 9, Phase II
Putrajaya (2007)
Damage 25 cars
Debris Flow at FT55
Gap-Teranum,
Pahang (2008) Road closure
Landslide at Bkt
Antarabangsa (2008) 5 Casualties,
damage 14 Banglos
Landslide
Photos
Landslide
Causes
GWT very high due
to rainfall
Inadequate on
surface drainage
system
Water infiltration
through road
cracking lines into
steep embankment
during rainfall (poor
maintenance)
Poor surface
drainage system
Loose boulders
Leakage in active water supply pipes
Poor maintenance on existing surface drainage, crib walls.
Abandoned housing
projects
Water ponding due
to rainfall
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2.0 FACTORS TRIGGER TO LANDSLIDE
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Kestabilan cerun
Slope
Stability
Vegetations
Ground
Water Level
Suction
Surface &
Subsurface
Runoff
Soil
Properties
Geological
Factor
Slope
Geometry
Rainfall
Piawaian & Garispanduan
Sistem Amaran Awal
Piawaian & Garispanduan
Sistem
Amaran Awal
Undang undang & Kawalselia
Kesedaran Awam
Kesedaran Awam
Kajian & Pembangunan
Kajian & Pembangunan
Penyenggaraan & Cerun
Penyenggaraan & Pengurusan Cerun
Faktor-Faktor Lain :
Gempa Bumi, Gunung Berapi.
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Kestabilan cerun
Paras air dalam tanah
Slope
Instability
Kinematic
Failure
of Rock
Non- Circular
Failure
Circular
Failure
Infinite
Slope Failure
Translational failure of thin
slab with failure plane
parallel to slope surface
(Ratio of depth to length of
failure <10%)
• Planar failure (rigid block failure)
• Wedge failure (rigid block failure)
• Toppling failure
• Circular failure
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EROSION
ROCKFALL
DEBRIS AVALANCHE
CHANNELISED DEBRIS FLOW
DEBRIS SLIDE
BOULDER FALL
DEFORMED GROUND
DEEP-SEATED FAILURE
Mode of
Failure
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Rotational landslide Translational landslide
E
Rockfall Topple
G H
Lateral spread Earthflow
c
Block slide
F
--~-=t:§!i--, . ;/~ ... / ' -./'"-...
Debris flow
Creep
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Mass Erosion Sheet Erosion
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Gully Erosion
(Hakisan Gegeluk)
Rill Erosion
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Daylighting Wedge Landslide
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Wedge
Failure
Plain Failure
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Toppling
Failure
Circular
Failure
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Failure Mechanism
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Failure Mechanism
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Failure Mechanism
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3.0 INTRODUCTION OF UNREINFORCED SLOPE
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1) Fill Slopes and Embankments Fills slope and embankment gradient - 1V:2H
All untreated fill slopes and embankments shall be designed with 2m berm
width and 6m berm height.
2) Cut Slope
Cut slope gradient - 1V:1.5H
All untreated slopes shall be designed with minimum of 2m berm
width and maximum 6m berm height.
These include cut slopes in residual soils and in completely
decomposed rock.
3) Rock Slope All rock slopes shall be analysed and designed.
Preliminary consideration can be used using 4V:1H.
2m V
H 6m
Slope Profile
and Geometry
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4) Base on Case Study Fill slope and embankment gradient at the side of stream
or on beach shall be 1V:4H to 1V:5H.
5) Slope Geomorphic Units
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THE INSTITUTION
OF ENGINEERS,
MALAYSIA
POSITION PAPER
FOR MITIGATING
THE RISK OF
LANDSLIDE ON
HILL-SITE
DEVELOPEMENT
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Legend: HT = Total height of slope HL = Localised height G = Global angle of slope L = Localised angle of slope
G
L1 HL1
HL2
L2
Ground Profile
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Failure Details: L = Max. Length W = Max. Width D = Max. Depth
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4.0 PROPERTIES OF SLOPE MATERIAL
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1) Suitable materials shall mean those materials other than:
i. running silt, peat, logs, stumps, perishable or toxic material, slurry or
mud, or
ii. any material
consisting of highly organic clay and silt;
which is clay having a liquid limit exceeding 80% and/or a
plasticity index exceeding 55%;
which is susceptible to spontaneous combustion;
which has a loss of weight greater than 2.5% on ignition;
containing large amounts of roots, grass and other vegetable
matter.
2) Degree of Compaction
i. Every top of 300 mm shall be compacted to not less than :
90% (for cohesive material – exp: clay)
95% (for non-cohesive material – exp: sand)
of the maximum dry density
3) Sources of deriving of soil parameters:
Laboratory tests
Field test
Back-analysed operational ~ mobilised strength parameters by engineer
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MASS MOVEMENT DEPENDS ON THE NATURE OF MATERIAL, WATER CONTENT, AND SLOPE STEEPNESS
35. \
••• · .. ·. t: .• •••• .. .. ~-:= :·: ·:;· .. .. ........... 40
(11 •••••••••••••••• . .. . . . . .. . ... · ··~·"·'\i'-·'· ''"·'"-· ~
................ . ~ . . .......... •: ......... . .. . . . . . .. . . . . . .......... .. . . . . . . . . ... . .. . . .·. . .. . ...... ······~······ ......... ~.
(a)
Fine sand
Coarse sand
. : ~ .. ... ·.· ···.· ... ·:.:. · ::::. ··· · .. · Dry sand .. . ... . . . . ··= ..... ,. • ••• t I I e' t f ,• 'I et t t . . . . .• .. .. . . . .. . . ... . . • .. . . . . •• • . ·r:· ........ ..
.1:•: "'''·• •. :.-:-: :a:,.._,.,, • .. :" . ·:··· ... ····.:· ,·:· ..... ···-.:·.·=·· .... ······:•.• . .... ·····•:•.• . ...... , .. ' .... · ....... ~ ....... .
t t '"• e e • It··- t,e f t t •e .. . . . . . . . . .. . .. . '· .... ·. . ..... ' .... . . . .. .. . ... . . . . . ·' '· .•.. ; ,, .. -:, :s: \'\. "'"· . . ... .. . .......... . . ..... ' ' ............... . ·······.: ...... · .... . .. ........ ··. -.::-.· ::.····· I'.. ••• • • •• • .. • ••• ,. . .. . . .............. .. . . . . ... .. .. .. . . . . . ··;·.·.:.· ::::- .... ··:· . . ·. .... . . . .-..... · .. . ....... ·. · ... :.•:::·· ...... ..
Moist sand
Angular pebbles Water-saturated sand ... \• ... ·.· .......... .
e 't • • e I I • o ••• •, • e • • .• t " • .... :: :.~ ·==: .•:.:·:~·.:: :.!:! ·==: .·:.:·::· •• : :.!! •
(b)
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Pore Water
Earth Material
Rock Orientation
Low Risk
Unsaturated
Sediment
Dips Upslope
High Risk
Partially Saturated Saturated
Layered Rock
~
~~!fi~::~--~~'''~~ Horizontal Dips Downslope
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5.0 IDENTIFICATION VARIES OF ROCK TYPES
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1) Igneous Rock
Derived from molten material or
magma;
(eg. granite, syenite, basalt, etc)
2) Sedimentary
Rock formed from materials
derived from pre-existing rocks
by processes of denudation;
(eg. Sandstone, limestone,
mudstone, shale, coal, etc)
3) Metamorphic
all rocks which have been
transformed due to pronounced
changes in temperature, pressure
and chemical environment
during the mountain building
processes and/or magma
intrusions; (e.g. marble, quartzite,
schist, phyllite, slate, hornfels, etc)
Sand Silt Clay
Needle-like
mineral such
as amphiboles
Platy minerals
such as mica
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Rock
Cycles
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ROCK
MASS
QUALITY
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GRED I
GRED II
GRED III
GRED
IV,V,VI
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6.0 GENERAL INPUT ON
UNREINFORCED SLOPE
STABILITY ANALYSIS
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TYPICAL SLOPE DESIGN CRITERIA FOR ROAD WORKS
DESIGN COMPONENT MODE OF FAILURE
MINIMUM
FACTOR
OF
SAFETY
DESIGN
LIFE
(durability
of
materials)
1. Slope /
Embankment
(not on soft
ground)
Unreinforced 1.1 Local & Global Stability
1.3 75 yrs
Reinforced or
Treated 1.2 Local & Global Stability
1.5 75 yrs
2. Embankment on Soft Ground
2.1
2.2
2.3
Bearing (short term)
Local & global slope stability (short term)
Local & global slope stability (long term)
1.4
1.2
1.3
75 yrs
6.1 Compliance with JKR Need Statement
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¢
¢ ¢
BLOCK G3
Reservoir Pump Station
Road
Gabion Wall
Gabion Wall
Need to determine the depth to
bedrock
Need to determine any potential
leakage from water storage tank
Need to determine the mode of
failure
Need to determine the extent and depth of fill layer
Need to determine any potential underground
cavities
Need to determine the structural
integrity of effected building
Need to determine the groundwater
table
Need to determine Soil properties for stability analysis Fill/residual soil
SHOP HOUSES
Gabion Wall
Need to determine any downstream
seepage or spring water
Need to determine the mode and extent
of previous failure (for recurrent slope
failure)
6.2 What To Look For ?
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GEOLOGICAL
INPUT
ROCK MASS
PROPERTIES
GEOMOR
PHOLOGY
Rock Type
Structures/ Discontinuities
Weathering
Block Shape/Size Water
6.3 Geological Input
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6.4 Consideration on Unreinforced Slope Stability Analysis
i. Surface Failure?
For fill slope, usually circular after saturation.
For cut slope, usually shallow translational unless deep saturation or presence of massive relict joints / bedding, foliation, day-lighting, fault lines, etc.
ii. Realistic soil parameter (shear strength)?
For fill slope
For cut slope
iii. Ground Water Level?
iv. Assumption & Verification of the Design?
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v. Cut slope
on hillslope
morphology
and the
anticipated
geotechnical
problems
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Depth
FOS =K, c=0
=0, c=k
6.5 ’, c’, DEPTH and Slope Stability
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Civil engineers are expected to make calculations to check the safety of
slopes (slope stability analysis), it involves determining and comparing
the shear stress developed along the most likely rupture surface with
the shear strength of the soil. Generally, the factor of safety is:
ddd
f
c
cFOS
tan'
tan'
f: average soil shear strength d: average shear stress along potential failure surface C: cohesion : drained angle of friction ’ : effective normal stress on the potential failure surface Cd : cohesion along the potential failure surface d : drained angle of friction along potential failure surface
Cd
d
C
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6.6 Design Procedures
4. Toe Design
-Ground Profile
- Submerged?
- Treatment?
- Toe Drainage?
3. Slope Analysis
Check FOS
against Local &
Global Slip
1. Select &
specify materials,
fill geometry & QC 5. Slope protection design
6. Slope drainage
design (surface &
subsurface)
2. Foundation Design
- Check FOS against bearing failure.
- Check extent & depth of replacement of unsuitable material or
design foundation stabilization works
- Check post construction settlement due to original ground
level (soft ground) and filled embankment
- Rate of filling.
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7.0 GROUND WATER REGIME EFFECT
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Water pressures will encounter if groundwater lowering is not
carried out in the long term.
Bulk density may be increased below the water table.
Rise in groundwater leading to increase in the load to be supported
(accounted in design).
Construct of drainage system can lowering the groundwater table.
To reduce or eliminate porewater pressure: construct/install
weepholes, horizontal drains, permeable filter blanket, inclined
drains, etc.
Flow of water through soil is evaluated on the basis of the Darcy’s
Law, Q = k.i.A, where
k : permeability i : hydraulic gradient A : cross sec. area
Stand-pipe or piezometer can be used to measure water level
under the ground.
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0.00
0.20
0.40
0.60
0.80
1.00
1.20
1.40
5 6 7
FOS
Berm
( 45 deg)
Soil 1 Soil 1 (P)
’, C’, PWP, Berm and Slope Stability
Material Properties Soil C Phi
Soil 1 22 28
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Soil 1: Phi=28, c=22
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8.0 BASIC OF DRAINAGE SYSTEM FOR
UNREINFORCED SLOPE
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Sub-Surface Drainage
Fill Slope & Embankment Cut Slope
- Subsoil drain - Horizontal drain
- Weepholes
- Subsoil drain
8.1 Basic Sub Surface Drainage System Required
Subsoil drain remove
excessive water from
the soil. Diameter
minimum at 75mm. - Slope upward and placed
low into the slope.
- Usually 6 – 25m long
Weephole
![Page 55: AREA 4-1: UNREINFORCED SLOPE - JKRepsmg.jkr.gov.my/images/c/cf/Unreinf_slope_ceramah_Basic.pdfAREA 4-1: UNREINFORCED SLOPE 1. Landslides in Malaysia 2. Factors Trigger to Landslides](https://reader033.vdocuments.us/reader033/viewer/2022051407/5ad0b6da7f8b9a1d328e9e8c/html5/thumbnails/55.jpg)
A B
C
D
E F
G
H
I J
E B
(C) BERM DRAINS
(D) DRAINAGE CHANNEL
(E) CASCADE DRAINS
(F) DOWNPIPES
(G) CATCHPITS
(H) CROSSROAD DRAINS
(J) PREVENT OVERFLOW
(I) TOE CHANNEL
(A) OUTFLOW APRON
(B) RIP-RAP (DISSIPATOR)
ETC
8.2 Handling of Surface Water ?
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8.3 Drainage System For Slope in General
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9.0 SLOPE SURFACE PROTECTION TYPE
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9.1 For Fill Slopes and Embankments
Turfing
GeoCell or MiraCell
Rock Mattress and Gabion Mattress
Surface Protection Mat
9.2 For Cut Slopes Turfing
GeoCell or MiraCell
Rock Mattress and Gabion Mattress
Surface Protection Mat
Ruble Pitching and Stone Pitching
Guniting and Shotcrete
Rock Netting
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Turfing
Close turfing
Hydroseeding
Note: Spot turfing is not aloud on any slope surface.
Veliver
Grass
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Geocell /
MiraCell
MiraCell / GeoCell
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Fibromat
SURFACE PROTECTION MAT
Gabion Mattress and Rock Mattress
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Reinforced Enkamat
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The process of spraying dry mix cement/sand
mortar pneumatically at high velocity on soil
or rock surface of slopes.
Consists of dry cement (360-600kg/m3), sand
(< 4mm size) and water;
Comparatively smaller machines and
compressor; applicable for thinner section and
smaller output (0.5m3 – 2m2/hr);
Dry mix (W/C = 0.45 – 0.50, to control
shrinkage and crack problems).
BRC A5 or A7; 75 – 100mm thick gunite.
Enhance stability via reduction in infiltration
and preservation of suction.
Shotcrete Guniting
Can be dry or wet mix, with aggregate size up to 15mm with more economic cement content (300-450 kg/m3)
Requires very large machines but higher output (2-10m3/hr).
More applicable for very thick section up to 400mm or more.
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Stone Pitching
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Rockfall protection netting is a hexagonal woven wire
mesh, supplied in rolls 2m wide and 25m in length.
Rock netting is draped down rock escarpments, secured
at the top to guide falling rocks safely to the toe of the
escarpment.
Alternatively it can be pinned back to the rock face to
retain loose spalling rocks in place.
A woven mesh is preferable to a welded mesh as it can
follow the contours of the rock face.
Rock Netting
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Externally Stabilized Systems
Internally Stabilized Systems
Gravity Walls In-Situ Walls
Masonry Concrete Cantilever
Counterfort Gabion
Crib Cellular cofferdam
Timber Precast concrete
Sheet piles Soldier piles Cast in-situ
(Slurry walls) Bored-in-place
(piles not contiguous) Soil-cement
Braced Tied-back
In-situ Reinforcement Reinforced Soil
Metallic strips/grids Polymeric strip/grids Organic strips/grids
Anchored Earth
Soil nailing Reticulated micro piles
Soil doweling
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Rock slope stabilization & Protection
Stabilization Measures
Protection Measures
Rock Removal Reinforcement Ditches Mesh
Catch Fences Warning Fences
Rock Sheds Tunnels
Rock Bolting Dowels
Tied – Back Walls Shortcrete Buttresses Drainage
Shot-in-place buttress
Resloping Trimming Scaling
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10.0 EXAMPLE CONSTRUCTION SEQUENCES - Gravity Wall
- RC Cantilever Wall
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Excavation Base
preparation
JKR Probe to
confirm
bearing
capacity of
soil
Lay non
woven
Geotextil
e
Compact sand layer
Compact base
of crusher run
Field
Density
Test
Lay strip drain &
gabion cage
preparation
Mock
Up
Gabion
Rock fill in
gabion
cage
Lacing wire to
tight gabion
cage
Completing
top soil and
close
turfing
10.1
C
on
str
ucti
on
of
Ga
bio
n W
all
At
Ta
ma
n H
ill
Vie
w, A
mp
an
g
Completed
Gabion
Wall
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10.2
C
on
str
ucti
on
of
Ro
ck
To
e a
t
KM
27.1
FT
068 G
om
ba
k-B
en
ton
g
Embankment
failure
Site clearing
& base
preparation
Lay non
woven
Geotextil
e Prepare
rock fill
from toe
Ensure
grade of
rock
Complete
the rock
fill at
road
shoulder
Ensure of
traffic safety
Preparing BRC &
concreting for surface
drainage system
Completed
Rock Toe &
is safe for
road users
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- Site Engineer
- Technical Officer
- Surveyor
- Operators
- Suppliers
- QSE officer
- Skilled labours
- loaders
- dump trucks
- Shovels
- crow bars
- level instrument
- Concrete mixer
- Vibrator
- Safety equipments
- Traffic mandatory
- Cement
- Steel
- Fine Aggregate
- Coarse Aggregate
- Plywood sheets
- Construction site
- Safe working
environment
- Schedule of the work programmed shall be included excavation work, formwork, reinforcement installation,
concreting, backfilling, quality assurance, safety and environment control. It shall in line to the contract period.
- Limits of the
excavation to be
identified from the
drawing. Barricades
with warning signs
around the
excavated area.
- Required levels and
lines set out by the
surveyor.
- Stock pile properly
all suitable material
- unsuitable material
would be disposed
to a suitable disposal
location.
- Wall section by
12mm thick
plywood sheets.
Firmly joint, edge
to be supported
by 2”x2” timbers.
- Outer surface to
be supported by
2”x2” timbers at
their centers to
avoid undesirable
movements.
- Form work
sheets in wall
section to be
tight by tie rods.
- For bottom vertical
portion of the
foundation,
arrangement in the
active and passive side.
- Required lapping with
previous bar
arrangement at 1/3 of
the wall height from
bottom or top.
- Place PVC pipes inside
in a spacing according
to drawing for providing
of weep holes. It
encloses by geotextile
and stone packing.
- Remove all the
unsuitable matters.
- Test the slump mix.
- 1 set of cubes made
per 10m3 concrete.
At least 1 sample
taken by engineer
each day and test (7
& 28 days).
- Place concrete in
successive layers
(apply vibrator).
- Curing would be
done for base
concreting after 24
hrs of concreting.
- Behind the structure
- Suitable filling materials
- Compaction in successive
layers (apply vibrator)
- Ensure all activities being
performed with the expected
quality; an inspection check list
to be filled by QSE officer.
- Environment: slope cutting,
rules/ noise and pool area
pollution prevention/ disposal.
- Safety: equipment/ first aid/
induction/ housekeeping.
- All traffic safety arrangements
be implemented as specified.
10.3
Co
nst
ructi
on
of
RC
Can
tile
ver
Wall
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11.0 SLOPE MAINTENANCE
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Water catching
Plant ring
Berm
Gunite surface
crack line
Stone
pitching
Cover of slope Weepholes
Weepholes
Retaining
Structure
Trap
Cascade
Drain
Vegetation
Drainages
Railing
What Shall Maintain ?
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Do & Don’t
Clean the rubbish
in the sump
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Repair the cracks
at cascading wall
Do & Don’t
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Change the temporary
cover (plastic)
immediately and
repair the slope
Do & Don’t
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Clear the roots which will
damage the surface drain
Do & Don’t
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Remove the unnecessary
loose boulders from rock slope
Do & Don’t
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SALURAN PERPARITAN
Ensure the weepholes
are not clogging
Do & Don’t
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Repair the broken
sub soil drain
Do & Don’t
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X
Maintain of berm drain Maintain of concrete sump
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Thank You
References: Guideline For Road Drainage Design – Volume 5: Subsoil Drainage – REAM GL 3/2002 Soil Strength and Slope Stability (J Michael Duncan & Stephen G Wright) Rock Slope Engineering (Duncan C Wyllie & Christopher W Mah) Earth Pressure & Earth-Retaining Structures (CRI Clayton, J Milititsky, RI Woods) Mekanik Tanah (RF Craig) Fundamentals of Geotechnical Enginerings (Braja M Das)