from theory to practice: design of excavation supportfrom theory to practice: design of excavation...
TRANSCRIPT
![Page 1: From Theory to Practice: Design of Excavation SupportFrom Theory to Practice: Design of Excavation Support Richard J. Finno ... to design support systems without including temperature-induced](https://reader033.vdocument.in/reader033/viewer/2022051522/5a706d667f8b9ab1538bf0e8/html5/thumbnails/1.jpg)
From Theory to Practice:
Design of Excavation Support
Richard J. Finno
Purdue Geotechnical Society / April 25, 2015 / West Lafayette, iN
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Theory Practice
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• Fallacy in earth pressure calculations
From theory to practice
– Coulomb and Rankine limitations
– Apparent earth pressure diagrams
– Factors affecting loads in supports
– Cross-lot vs tied-back ground anchors
• Serviceability: movement predictions
From practice to theory and back again…
– Precedent
– FE simulations
Outline
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Fallacy in earth pressure
calculations Terzaghi (1936)
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After Terzaghi (1936) Fig.4
Experience did not match Coulomb or Rankine
earth pressure distributions for retained sands
Higher apparent stresses at
top and lower at bottom of cut
𝑝𝑎 = 𝛾𝑧 𝑡𝑎𝑛2 45 −𝜑
2 = 𝐾𝑎 𝛾𝑧
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1
2
3
Strut loads during excavation: HDR-4 project
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Deformations during excavation: HDR-4 project
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Apparent Earth Pressure Envelopes
• Measured loads in cross-lot braces
• For a given soil condition
– At each excavation
• Loads in each brace divided by tributary area
• Selected maximum apparent pressure at each
level
– For all excavations, defined envelope of
maxima
• Developed loading diagrams for sands,
stiff clays and soft clays
Details found in PhD thesis by Flaate (1966)
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Soft to medium clays Stiff clays Sands
T&P Apparent Earth Pressure Envelopes
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Factors affecting strut loads
• Earth and water pressures
• Workmanship
• Preloading
• Temperature
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0
400
800
1200
Fo
rce
[kN
]
0
400
800
1200
Forc
e [k
N]
-4
-2
0
2
Ele
vat
ion [
m]
80 120 160 200 240 280Construction Day
T-4
T-6
Top Supports Installed
Bottom Supports Installed
Building Construction
Backfill
Btm Removed
0
400
800
1200
Forc
e [k
N]
0
400
800
1200
Fo
rce
[kN
]
B-4
B-7
0
400
800
1200
Fo
rce
[kN
]
0
400
800
1200
Forc
e [k
N]
-4
-2
0
2
Ele
vat
ion [
m]
80 120 160 200 240 280Construction Day
T-4
T-6
Top Supports Installed
Bottom Supports Installed
Building Construction
Backfill
Btm Removed
0
400
800
1200
Forc
e [k
N]
0
400
800
1200
Fo
rce
[kN
]
B-4
B-7
-4
-2
0
2
Ele
vat
ion [
m]
80 120 160 200 240 280Construction Day
Top Supports Installed
Bottom Supports Installed
Building Construction
Backfill
Btm Removed
0
400
800
1200
Fo
rce
[kN
]
0
400
800
1200
Fo
rce
[kN
]
-4
-2
0
2
Ele
vat
ion [
m]
80 120 160 200 240 280Construction Day
T-4
T-7
Top Supports Installed
Bottom Supports Installed
Building Construction
Backfill
Btm Removed0
400
800
1200
Fo
rce
[kN
]
B-7
-4
-2
0
2
Ele
vat
ion [
m]
80 120 160 200 240 280Construction Day
Top Supports Installed
Bottom Supports Installed
Building Construction
Backfill
Btm Removed
0
400
800
1200
Fo
rce
[kN
]
0
400
800
1200
Fo
rce
[kN
]
-4
-2
0
2
Ele
vat
ion [
m]
80 120 160 200 240 280Construction Day
T-4
T-7
Top Supports Installed
Bottom Supports Installed
Building Construction
Backfill
Btm Removed0
400
800
1200
Fo
rce
[kN
]
B-7
Open circles – total force in member
Solid circles – temperature effects removed
Effects of
temperature on
strut loads
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Cross lot brace vs Tied back ground anchor behavior
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0
50
100
150
200
250
300
350
-25 0 25 50 75 100 125 150 175 200 225 250 275 300 325
Construction Day Number
Lo
ad
pe
r m
(k
N p
er
m)
1st Level Tieback
2nd Level Tieback
Strut 4
Strut 5
-10
-5
0
5
10
-25 0 25 50 75 100 125 150 175 200 225 250 275 300 325
Ele
va
tio
n (
m C
CD
)
Excavation Profile at
INCL 1 Location
80 %
Design load
Design load
80 %
Design load
tieback loads
strut loads
Cross lot brace vs Tied back ground anchor behavior
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Tiedback walls (FHWA) Internally braced walls (T&P)
Anchor location affects lateral load distribution
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Comments
• Apparent earth pressure (AEP) envelopes
developed in response of observed
differences between theory and field
performance
• No numerical methods existed at time of
development of AEP envelopes
• Finite element simulations are being used
to design support systems without
including temperature-induced loadings in
cross-lot braces
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Serviceability
• Constraints in urban areas restrict
magnitude of deformations
• Stiffness based design
• Need to develop design estimate of
ground movements
– Precedent
– Numerical analysis
Iterations from practice to “theory”
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Observations of deformations
during excavation – maximum
movements and bounds
Finite element estimates of
excavation-induced deformations:
free field and “simple” constitutive
models of soil behavior
Observations of deformations
during excavation – distributions
of settlements
Finite element estimates of
deformations: construction
simulation and more realistic
constitutive models of soil behavior
“Theory” to practice
Practice to “theory”
Practice to “theory”
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Empirical
• Peck (1969)
• Goldberg et al. (1975)
• Clough and O’Rourke (1990) ~ lateral wall movement and settlement
• Long (2001)
• Kung (2008)
Observations of deformations
during excavation – maximum
movements and bounds
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Peck (1969) diagram
Zone I: Sand and clay with
average workmanship
Zone II: Very soft to soft clay with
limited depth below b/cut
Zone III: Very soft clay to large
depth below cut
Examples of performance
data that does not fall within
Peck diagram limits
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Goldberg, Jaworski and Gordon (FHWA 1972)
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Maximum settlement vs Depth of excavation
(Clough and O’Rourke 1990)
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Normalized movements: soft clays
Clough and O’Rourke
(1990)
Sands and hard clays 0.3
Sands Hard clays
Limits of settlements
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Mana and Clough (1981)
Adjust values for effects of
wall stiffness
strut stiffness
depth to underlying firm layer
excavation width
strut preload
modulus multiplier, m
Finite element estimates of excavation-induced deformations:
free field and “simple” constitutive models of soil behavior
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Estimate maximum lateral wall movement in clays
Free field movements
(Clough et al. 1989)
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Adjustments if conditions are not plane strain
0 2 4 6 8 10 12
L/HE
0.2
0.3
0.4
0.5
0.6
0.7
0.8
0.9
1
1.1
PSR
Roboski (2004)
Data from Chew (1997)
Data from Lin (2003)
Data from Ou (1996)
Current Analysis-Flexible Wall-All L/B, All F.S.
Current Analysis-Medium Wall-All L/B, All F.S.
Current Analysis-Stiff Wall-All L/B, All F.S.
PSR = δ3D / δps
Plane strain conditions
Early stages of excavation are
likely to be plane strain
(Finno et al. 2007)
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Assumed stress-strain responses
Mises elastic-perfectly plastic model
2 elastic parameters and failure parameters
For undrained loadings on clay and Mohr Coulomb
failure criteria:
ϕ = 0, c = Su
E = m Su , ν ≈ 0.5
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Implications of assumed constitutive
responses
• Linear elastic and elasto-plastic models
underpredict maximum settlement behind
wall and overpredict extent of settlement
trough
• Approach is to compute maximum lateral
wall movement and estimate maximum
vertical settlement ~ 60 to 100% of
maximum wall movement per Mana and
Clough (1981)
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0
0.2
0.4
0.6
0.8
1
0 0.5 1 1.5 2
sqrt (d/He)
S/S
max
0
0.1
0.2
0.3
0.4
0.5
0.6
0.7
0.8
0.9
1
0 1 2 3 4
d/He
S/S
ma
x
Settlement distribution – (Hsieh and Oh 1998)
“small” cantilever movements “large” cantilever movements
Extents of settlement in Clough and O’Rourke charts are
not distributions of settlements
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Movements parallel to wall
He
Tie-backLocation (typ.)
m
ax
Inflection
Point (max/2) Gro
und
Mov
emen
t
ERFC Fit
]ln035.0015.0[5.0
])ln035.0015.0[(8.2
2
11)( max
L
HLL
L
HLx
erfcxe
e
Note: Roboski and Finno (2005) original publication contained typo
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Example of fit of
complimentary error
function
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=
Construction
FE procedures
Constitutive modeling
Instrumentation
Finite element estimates of
deformations: construction
simulation and more realistic
constitutive models of soil behavior
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Types of stress-strain models
All plasticity models have failure
criteria, yield surface(s), flow
rule(s) and hardening law(s)
Commonly employed in
commercial finite element codes:
Modified Cam-Clay
Hardening Soil Model (many
similarities to Duncan-Chang
model but in plasticity framework) Axial strain
Pri
ncip
al str
ess d
iffe
rence
Either more parameters or assumptions
regarding soil behavior required
Stiffness at small strains underestimated
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Stress-strain characterization
– incremental non-linearity
Bender elements
Internal instrumentation
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Block 37 data
G0 based on bender element
results at end of consolidation
Direction of loading - normalized secant shear
modulus
Obtainable in
conventional TX
device
Gconstant ?
Data from Finno and Kim (2012)
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Effect of constitutive model on computed
deformations 2 DE
MC – underpredicts max. settlement and distortion but
overpredicts extent of movements: true for any model
with constant elastic modulus
Less
distortion
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Shear strains for 10 m cut
10 20 30 40 50 60
Distance from wall (m)
-20
-10
0
San
d F
ill
Cla
ys
Elev. (m)
ECD
10 20 30 40 50 60
Distance from wall (m)
-20
-10
0
10 20 30 40 50 60
Distance from wall (m)
-20
-10
0
San
d F
ill
Cla
ys
Elev. (m)
ECD
San
d F
ill
Cla
ys
San
d F
ill
Cla
ys
Elev. (m)
ECD
Elev. (m)
ECD
57 mm lateral wall movement
Lateral displacements near
wall dominated by εH max
Settlement distribution
depends on all strain levels
Variable moduli (e.g. elasto-
plastic model) can be used
to compute lateral
movements near wall
Small strain non-linearity
and dilatancy must be
included for settlement
distributions
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Movements from causes other than excavation
and bracing cycles
• Removal of existing foundations
• Wall installation
– Densification of sands from vibrations (Clough and
Chameau 1980)
– Displacements arising during installation
• Slurry or secant pile wall (Clough and O’Rourke
1990 and Finno 2010)
• Sheet-pile wall (Finno et al. 1988)
• Deep foundation installation (Lukas and Baker 1978)
• Concrete shrinkage during top-down construction
(Arboleda and Finno 2015)
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Presence of building adjacent to excavation affects movements
two factors: lower stress from basement
stiffness of building
25% reduction of maximum free field
settlement
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Concluding remarks
• Cycles of practice (precedent) and theory/ numerical analyses have defined the state-of-the- art of deep excavation design
• Use of precedent provides estimates of support loads and deformations
• Numerical procedures can consider expected construction procedures explicitly – although constitutive responses and details and sequences of construction difficult to predict in design stage
Purdue Geotechnical Society / April 25, 2015 / West Lafayette, iN
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Concluding remarks
• Monitor, monitor, monitor….
• Going through the process of making predictions of ground movements is an excellent approach to design of supported excavations
• Optimum choice of support systems may be one that allow movements to slightly damage adjacent structures; then include bid item to repair
Purdue Geotechnical Society / April 25, 2015 / West Lafayette, iN
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Acknowledgements
• Schnabel Foundation Company
• Hayward Baker
• Case Foundation
• Thatcher Engineering Corp.
• GeoEngineers, Inc.
• WJE & Associates
• STS Consultants
• Ground Engineering, Inc.
• Scott Perkins, Steve Nerby, Sebastian Bryson, Michele Calvello, Paul Sabatini, Dan Priest, Jill Roboski, Kristi Kawamura, Tanner Blackburn, Terry Holman, Wanjei Cho, Young-Hoon Jung, Greg Andrianis, Miltos Langousis, Xuxin Tu, Cecilia Rechea, Taesik Kim, Fernando Sarabia, Luis Arboleda, Charlotte Insull - Northwestern University graduate students
• Turner Construction
• Walsh Construction
• O’Neill Construction
• Skanska
• Aldridge Drilling
• DBM
• Board of Underground – City of Chicago
• Funding from National Science Foundation (CMS grant 0219123) and Infrastructure Technology Institute at Northwestern University
Purdue Geotechnical Society / April 25, 2015 / West Lafayette, iN
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It is what your learn after
you know it all that
counts
Purdue Geotechnical Society / April 25, 2015 / West Lafayette, iN
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References
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Purdue Geotechnical Society / April 25, 2015 / West Lafayette, iN
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References (continued)
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Purdue Geotechnical Society / April 25, 2015 / West Lafayette, iN