The Design of Deep Rock Shafts on the Rondout-West …nysawwa.org/docs/pdfs/Session_9_4.pdfThe...
Transcript of The Design of Deep Rock Shafts on the Rondout-West …nysawwa.org/docs/pdfs/Session_9_4.pdfThe...
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The Design of Deep Rock
Shafts on the Rondout-West
Branch Bypass TunnelChristopher E. Dianora, EIT, NYCDEP
Matt Sorrell, PE, NYCDEP
Eileen Test, PE, McMillen-Jacobs Associates, Inc.
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NYC Water Supply
Location of
Bypass
Tunnel
Project
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Rondout-West Branch Bypass Tunnel
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Rondout-West Branch Bypass Tunnel
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Design of Shaft 5B
BT
-1 C
on
trac
t
~ 8
20ft
BT
-2
~7
0ft
5ft
Thick
Wall
Tunnel Portal
Domed Invert
30ft ID
BT-2 Contract
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Design Of Shaft 6B
BT
-1 C
on
tract
~ 6
55ft
BT
-2
~ 1
11
ft
33ft ID
Tunnel Portal
Drainage Tunnel
6ft Thick Walls
Domed Invert
BT-2 Contract
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Geologic and Hydrologic Conditions
Shaft 5B – 875ft GW Head
Normanskill Formation
Shaft 6B – 700ft GW Head
Mount Merino Formation
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Loading
1 Mile
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Closed Formed Solutions
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Comparison to Existing Shaft 6
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Finite Element Model
Shaft 5B Shaft 6B
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Shaft 6B Results
Redistribution of Hoop Stress around Openings
DIncrease in
Stress
~ D/2 above
and below
opening
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Shaft 6B Results
Hoop Flexure at Openings
Inward
Bending
Outward
Bending at
Centerline
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Shaft 6B Results – Drainage Tunnel Portal
Hoop Axial Stress
Critical Band
Hoop Flexure Stress
Critical Band
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Shaft 6B Results – Drainage Tunnel Portal
Longitudinal Flexure StressLongitudinal Axial Stress
Axial Tension +
Inward Bending
at Springline
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Shaft 6B Results
Redistribution of Hoop Stresses Causes
In-Plane Shears near Openings
Locations of
Max In-Plane
Shears
Locations of
Max In-Plane
Shears
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Tunnel Stubs
Shaft 6B Connection Tunnel Stub – Hoop Flexure
Inward
Deflection at
Springline
Outward
Deflection
at Crown
and Invert
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Shaft 6B Moment-Thrust Diagram
Shaft 6B Intersection
Controlling Load Case: 1.2(D+EH) + 1.6(L+G), EH= External GW, L= Live, G = Ground
Elements in Critical
Band, DT Crown, and
DT Invert
Elements above
and below tunnel
stubs
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Liner Reinforcement
o Shaft 5B: 5ft thick wall, doubled-up #10 bars @ 8” E.W., E.F.
o Shaft 6B: 6ft thick wall, doubled-up #11 bars @ 8” E.W., E.F.
o Tunnel Stubs: 4 ft thick walls,
Hoop: Doubled-up #10 bars @ 6”/8” (Shaft 5B/6B) E.F
Longitudinal: #11 bars @ 6” E.F.
o f’c = 4,500 psi; fy = 60 ksi
o Radial shear reinforcement near portals and tunnel stubs
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Domed Invert - Free Body Diagrams
R = 0
Pros:
Minimum Excavation
Cons:
Very Large Bending
Moment
R = Shaft Radius
Pros:
No Bending; Pure
Axial Compression
Cons:
Increased Excavation
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Domed Invert Design
Transferred
to Rock
Transferred
to Rock
Transferred
to Shaft Wall
Transferred
to Shaft Wall
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Domed Inverts – Not a Bad Idea!
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Conclusions
• Applicability of Finite Element Modeling to Shaft Design
• Geometric Considerations – Center, Size, Separation
• Sufficient Width of Liner Above and Below Portal is
Crucial
• Model Demonstrated Peak Bending and Shears Not in
Same Location
• Use of Vertical Steel as Membrane Shear Reinforcement
• Tunnel Stubs Can Be Used to Brace Portals
• Dished Slabs Are More Effective than Flat Bottoms for
High Head Applications
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Questions?