Guidance for good practice in bored pile and diaphragm ... · PDF fileGuidance for good...
Transcript of Guidance for good practice in bored pile and diaphragm ... · PDF fileGuidance for good...
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Independent expertise in depth
Guidance for good practice in bored pile and diaphragm wall design and construction for marine structures
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Contents
• Introduction
• Recent developments
• Diaphragm wall finish
• Cage detailing practice
• Tremie concreting practice
• Panel stability
• Improvements in safety
• conclusions
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Introduction
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Introduction
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Introduction
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Introduction
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Introduction
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Why concrete at London Gateway ?
• Illustrative design based on combi wall
• Safer installation of DWall on dry land
• Risk of driving into very dense Thanet Sand mitigated
• Dwalls will act as foundations for the gantry cranes
• Steel prices high and volatile in 2007
• Much reduced steel content in DWall
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Design of Diaphragm Wall
• Key challenges
• Relatively high retained height (ca. 28m lowest dredge)
• Changing ground conditions
• Complex soil-structure interaction
• Tight displacement criteria - limit permanent change of gauge ca. 14.75 mm
• Complex load cases involving tidal lag, crane, vessel berthing and mooring
• Crack widths limited to 0.24 mm (SLS) in the splash zone
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Thanet Sand Section
Soil Model One
London Clay Section
Soil Model Three W E
Transition
Soil Model Two
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London Gateway Port – Typical Section
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Recent developments - deeper CFA
Soil Mech SF50 Fundex F3500
CFA pile reach limited by mast height and pull back winch capacity • Dia. 300 to 1500mm • Length max 32 metres
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Recent developments – cased CFA secant walls
Cased CFA Rotary CFA
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CFA - Secant wall examples
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Cased CFA - Secant wall examples
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Diaphragm walls – new horizons
100m+ wall depth 1800mm thickness Verticality 1 in 300 C60 concrete
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Rotary drum cutters
Mud Pump
Inclinometer
Guide Frame
Mud to the
desanding
plant
Mud return into the trench
after treatment
Diaphragm wall - Hydrofraise
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Excavation verticality control
Hydraulically operated verticality control pads
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Adjust alignment as excavation proceeds
Diaphragm wall – Grab versus Hydrofraise comparison
Theoretical position of wall
Re-excavate to correct alignment
Grab Hydrofraise
Specified limits of deviation
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Diaphragm wall – What does a finished Dwall look like?
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Diaphragm wall – What does a finished Dwall look like ?
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Diaphragm wall – What can a finished Dwall look like ?
Bleed channels Mud inclusion Mattressing
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Diaphragm wall – Latest design and execution practice?
• Careful mix design • Pre-start concrete trials • Monitor concrete
production facility • Observe good cage
detailing practice • Follow good tremie
practice • Slump and strength are
not sufficient testing eg. bleed and stability tests
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Diaphragm wall – latest guidance on cage detailing
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Diaphragm wall – Latest guidance on cage detailing
• Final clear horizontal distance on vertical bars at least 100 mm
• Can be reduced at laps to 80 mm
• Multiple layers of vertical bars to be lined up behind eachother
• Final clear vertical distance on horizontal bars at least 150 mm provided max aggregate is 20 mm
• 3D model may be required in areas of high congestion to avoid clashes
• Minimum distance between cages 200 mm
• Ensure nominal cover is sufficient to achieve required design cover, to satisfy durability requirements, allowing for construction tolerances
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Diaphragm wall – Latest guidance on tremie practice
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Diaphragm wall – Latest guidance on tremie practice
• At start of pour tremie to the panel bottom and raise <200 mm
• Prior to first discharge install effective separator ie. ball or vermiculite volume to create plug length at least 2x tremie diameter
• Discharge to all tremies simultaneously until at least 3 m depth of concrete
• Thereafter keep difference in concrete level to a minimum
• Avoid repeated raising and lowering of the tremie (surging)
• Minimum tremie embedment 3 m (may be reduced to 2 m if concrete level accurately known)
• Excessive tremie embedment to be avoided (preferably less than 10m)
• Remember the first concrete which enters the tremie will not usually reach the top of the pour
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Trench instability
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How do we check trench stability?
OVERALL STABILITY
• Limit Equilibrium Method
• Finite Element Model
• Limit Analysis
T
T
G
θ
E
Ls
H
Y
X
Z
q
σy,surcharge
q‘K0
σy,poids
Qφ
Ls
Z Z
Fc
dS
FoS required: 1.1 to 1.3
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0.0
2.0
4.0
6.0
8.0
10.0
12.0
14.0
16.0
18.0
20.0
0.00 5.00 10.00 15.00 20.00 25.00 30.00 35.00 40.00
Pressure (KPa)
De
pth
(m
)
Active Pressure Bentonite Pressure
Trench stability example
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0.0
2.0
4.0
6.0
8.0
10.0
12.0
14.0
16.0
18.0
20.0
0.00 5.00 10.00 15.00 20.00 25.00 30.00 35.00 40.00
Pressure (KPa)
De
pth
(m
)Active Pressure Bentonite Pressure
0.0
2.0
4.0
6.0
8.0
10.0
12.0
14.0
16.0
18.0
20.0
0.00 5.00 10.00 15.00 20.00 25.00 30.00 35.00 40.00
Pressure (KPa)
De
pth
(m
)
Active Pressure Bentonite Pressure
Add 20KPa surcharge I.0m drop in
bentonite level
Guidewall depth
Potentially unstable
Trench stability considerations
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How to improve trench stability in poor ground
Standard measures
• Slurry level min 1.5m higher than groundwater level
• Reinforcement continuity along guide wall sections
• L-shaped guide walls
• Careful consideration of where to position the plant
• Use short panels (single bite)
Additional measures
• Elevated guide walls (no more than 500mm)
• Increased density of support fluid
• Lower groundwater
• Ground improvement
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Horizontal to vertical - Tandem lift D-wall
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Temporary works rebar – very important
Additional rebar to ensure safe: • Fabrication • Transportation • On and off loading • Storage • Lifting from horizontal to vertical • Hanging • splicing
All elements require design e.g. bars, welds and connectors
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Horizontal to vertical lift – tandem lift
Tandem lifting points @ top of z bars and cathedral bar
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• Were developed to splice ropes, not reinforcement bars
• Must use lowest tested strength and robust procedure due to high variation of tensile strength results
Cage splicing - Bulldog grips
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New cage splicing systems - SuperlatchTM
• Size of superlatch varies with cage weight
• No fingers in cage
• Expensive but safe
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Improvements in safe working – platforms and barriers
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Conclusions
• Cast in situ concrete diaphragm and secant pile walls have many potential applications in marine works
• Diaphragm walls in particular have been used on many quay wall projects
• Plant and material developments have brought opportunities and risks
• Recently published industry guidance designed to achieve better outcomes in terms of quality and safety
• Good practice should be shared by all