North Strathfield Rail Underpass Shallow Cover Driven Tunnel · North Strathfield Rail Underpass...
Transcript of North Strathfield Rail Underpass Shallow Cover Driven Tunnel · North Strathfield Rail Underpass...
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North Strathfield Rail Underpass
Shallow Cover Driven Tunnel
Ted Nye
Tunnel Practice Leader
Sydney, Australia
Engineers Australia – South Coast - July 2015
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Buranda Busway Tunnel
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Boggo Road Busway Tunnel
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Pink visitors centre building Aerial of Boggo Road Gaol 3 storey cell block building Tunnel alignment
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Boggo Road Tunnel – 14m excavated width
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Boggo Road Tunnel – Plan and Long Section
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Boggo Road Tunnel –
Section Under Buildings – 5m ground cover
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-15-14-13-12-11-10
-9-8-7-6-5-4-3-2-1012345
910 915 920 925 930 935 940 945 950 955 960 965 970 975 980 985 990
Settlement Under Buildings C and D
C D
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1. Introduction
2. Project Overview
3. Train Operations – Freight/Passenger
4. Clients Cut and Cover Proposal
5. Tunnelling Options
6. Selected Driven Tunnel Option
7. Shallow Cover Tunnel Case Studies
8. Settlement and Monitoring
9. Shotcrete as Permanent Lining
10. Conclusions/Questions
North Strathfield Rail Underpass
Shallow Cover Driven Tunnel
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Acknowledgements - Reference Design
Acknowledgements - Detailed Design
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Northern Sydney Freight Corridor
The North Strathfield Rail Underpass is
Stage 1 of 19 stages of the NFC Project
Sydney
Newcastle
North Strathfield
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NSRU – Scheme Plan
Project Overview
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NSRU – Scheme Plan
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Freight Trains
Up to 1.5 km long with diesel locomotives
20 plus trains per day
Dangerous goods transported including hydrocarbons
Special unique operation controlled by signalling system
Passenger Trains (secondary use, OHW)
Very limited number of special event trains e.g. major
sporting events1600 - 2000 passengers per train
Train Operations
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Train Operations – Freight/Passenger
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Train Operations – Freight/Passenger
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NSRU – Plan and Extent of Tunnel Option
(Cut and Cover Tunnel Shown)
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Outline Possession Programme – Cut and Cover Tunnel
No Type Down
Relief
Down
Main
Up
Main Works
1 72hrs Enabling Works, prepare piling platforms, temporary works
for supporting existing OHLE gantries, track works
2 48hrs 18 piles co-ordinated with dive structure
3 48hrs 28 piles
4 48hrs 14 piles + 55m pile cap
5 72hrs 28 piles + 35m pile cap
6 48hrs 13 piles + 55m pile cap
7 48hrs 37m pile cap + 30m plank laying
8 48hrs 37m plank laying
9 72hrs 35m pile cap + 75m plank laying, transfer OHLE on to new
gantries
10 48hrs Completion of the above
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Cut and Cover Construction Stages
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Tunnelling Options
Option 1 - Cut and cover tunnel
Option 2 - Hybrid cut and cover and driven tunnel
Option 2a - Interlocked horizontal steel tubes
and driven tunnel
Option 3 - Shallow driven tunnel with alignment
moved north
Final chosen - Option 3 Driven Tunnel
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Project Constraints
Parramatta Rd U/B (Transom Top)
Pomeroy St O/B (Opt 3)
widens this
Ausgrid 132kV cables 1.4m cover
2.5% (1 in 40) Exit Grade
2.8% (1 in 35) Entry Grade
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Project Overview
Pomery Street Bridge
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Plan
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Vertical Alignment - 2.5% grades
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Indicative Geological Profile
Siltstone,
Ashfield Shale
Formation
Weathered Shale
Shallow driven tunnel
Ballast and sub-base
Stiff Clay
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Driven Tunnel Canopy Tube Construction Method
Fresh Shale
Weathered Shale
Direction of tunnel drive
1. Tunnel Cross Section 2. Tunnel Long Section at Tunnel Face
350mm thick shotcrete
close to tunnel face
12m long 138mm dia. steel canopy tubes with 3m overlap
(required until shotcrete arched formed at tunnel face)
12m long fibre glass face
nails with 4m overlap
Max. 1.2m
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Reference Design Tunnel Section
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Detailed Design
Permanent Shotcrete Lining with Synthetic Fibres
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Comparing NSRU Driven Tunnel with Buranda and Boggo
3m
9m wide 14.5m
Pronounced Arch
Profile NSRU Tunnel
19m to 14m (tapered from portal)
5m 3m
Buranda
Case 1 Boggo
Case 2
Railway Lines Railway Lines
Buildings
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Road Header
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Site drilling during two track possessions
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Monitoring Apart from conventional displacement monitoring investigating
monitoring canopy tube deflections and stresses.
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2D and 3D Finite Element Analysis
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Permanent Shotcrete Lining
1. Safe Construction
2. Minimise settlement
3. Waterproof and Durable
4. High Fire Resistance (dangerous goods, hydrocarban fire)
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Shotcrete as permanent support “without” Lattice Girders
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Shotcrete Test Panels sections prior to construction. Consideration was given to shotcrete and lattice girders as permanent support but because of shallowing effects caused by the use of the required accelerator in the shotcrete a permanent concrete lining was installed. Using shotcrete alone at Boggo Road, where the tests were carried out was not an option at the time.
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3 hrs 12 hrs 24 hrs 3 days 28 days
Shotcrete thicknesses
150mm
250mm
350mm
Age of Shotcrete
Ratio of Axial Stiffness
Relative to150mm thickness of Shotcrete at 24 hrs (per metre of tunnel length)
Rati
o o
f A
xia
l S
tiff
ness
250UC89
steel section
150UC37
Lattice Girder
15kg/m (Boggo)
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Arched Profile Permanent Shotcrete Lining with Synthetic Fibres
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7 hours wait time - 6 MPa minimum
strength before next excavation cycle
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Small, reliable, portable
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1.3m and 1.5m Excavation Cycle Scenarios
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Record of actual
excavation cycles,
advance rates
and shotcrete mix
design.
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Geology
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Tunnel Plan – Geological Long Section
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Tunnel Face at 20m
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Tunnel Face at 40m
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Tunnel Face at 60m
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Tunnel Face at 80m
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Tunnel Face at 100m
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Permit To Tunnel (PTT)
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Daily “Permit To Tunnel” meeting room
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PPT Process has Initiated the following
1. 1m, 1.3m and 1.5m excavation advances
2. Increased number of dowels from 3 to 5 in crown apex
3. Installation of reinforcement in the canopy tubes
4. Adapted to changed ground conditions – dyke and fault zone
5. Permanent fibreglass dowels in walls
6. Reduced excavation advance back to 1m, increased back to 1.5m
7. Increased tunnel lining thickness from 250mm to 300mm
8. Increased at two locations the number of face nails
9. Weep holes in side walls and in tunnel face
10. Shotcreting the tunnel face
11. Added additional monitoring on surface and in tunnel
12. Decreased and increased the number of canopy tubes where required
13. Reviewed shotcrete mix and improved progressively
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Canopy Tubes
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Fibreglass Face Nails (for face stability)
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Monitoring Regime
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Plan of Monitoring Surface Remote Access robotic scanned survey data 24hrs/days
via internet PC computer, iPAD or iPhone
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Tunnel Face at
101.7m
Ground Mark GM 024 one tunnel diameter back from face
- 5mm
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Predicted surface settlement 6mm
Actual range 5mm to 14mm
In tunnel crown settlement max. 1mm
In tunnel convergence max, 3.5mm (at dyke)
Excavation rate 5m/week
7 days 24hrs/day construction
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Spray-on Waterproofing Membrane
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Near Completed Tunnel
with Track Slab
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