Post on 07-Sep-2018
BUILDING STRONG®
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Mark Woodward, PEJehu Johnson, EI
Geotechnical Branch
New Orleans District
28 April 2010
35th Southwest GeotechnicalEngineering Conference
Geotechnical Challenges –
New Orleans USACE
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BATONROUGE
LAFAYETTE
VENICE
NEWORLEANS
Beneficial Use ofDredged Material
Acquisitions
Freshwater DiversionStructure
Saltwater Barrier
Lock
New OrleansDistrict
HOUMA
MORGAN CITY
LAKE CHARLES
Bank Protection
Control Structure
Pumping Station
New Orleans DistrictBoundary
Gulf IntracoastalWaterway
Mississippi River andTributaries Levee
Hurricane ProtectionLevee
Deep Draft Waterway
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West Bank Polder
East Bank Polder
New Orleans AreaHurricane & Storm Damage Risk Reduction System
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Berm
Circular Soil Sample
cut into 4 Quadrants
with 3 samples tested
(trimmed circular)
1
23
5” Diameter Soil Boring
4th
Quadrant
retained for
future use
Toe
Boring
Toe
Boring
BoringCL
Typical Levee Section
5” Diameter Undisturbed Soil Borings
& CPT (Cone Penetrometer Tests)
alternating at 500’ o.c.
LeveeCL
Typical Levee Section
& Geotechnical Field Investigation
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Subsurface Explorations 500’ OC
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Current Geotechnical Levee Criteria
HSDRRS CriteriaDesign Still Water Elevation
(90% assurance)
for Hurricane ConditionMethod of Failure: Global Stability
Method of Analysis: Spencer
F.O.S.= 1.5
Protected Side
Failure Plane
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P.S.F.S.
EXIST. LEVEE EL.
90% (2057) SWL EL
LEVEE
SHEET
PILE
2057 1% DESIGN EL.’
CONCRETE
or Steel H-
PILE (TYP)
T-WALL
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Seepage Concerns on Mississippi
River Levees
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HIGH WATER EFFECTSON FLOOD CONTROL
PROJECTS
• Overtopping
• Sand Boils
• Seepage
• Sloughing
• Wave Wash
• Erosion
US Army Corpsof Engineers
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Underlying Clays and Silts
NATURAL BLANKET
STABILITYBERM
STABILITYBERM
LEVEE CENTERLINE
RIVERWARD LANDWARD
FOUNDATION SAND
RIVERSIDE ENLG’TIMPERVIOUS
ZONE
Original Levee of Impervious Clays &
Silts
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UNDERLYING CLAY AND SILT
NATURAL BLANKET
LEVEE CENTERLINE
RIVERWARD LANDWARD
FOUNDATION SAND
RANDOMZONE
SAND BOIL
IMPERVIOUSZONE
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EFFECTS OF SANDBOILS
• Development of pipe under the leveeThe pipe develops from the landside toward the flood side.
Material is ejected in a cone shape around a spring head. The
levee crest may be noticed to sag.
• Sloughing of landside levee slope near
the toe
• Development of a landside shear or slide
US Army Corpsof Engineers
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RIVERSIDELANDSIDE
SUBSIDENCE OF CROWN
SEEPAGE PATH
PIPE UNDER LEVEE
SEEPAGE PATH
RIVERSIDE
SLOUGHING OF SLOPE
LANDSIDE
SEEPAGE PATH
RIVERSIDELANDSIDE
SLIDING SURFACE
DEVELOPMEMENT OF PIPE UNDER LEVEEFIG. 1
SLOUGHING OF LANDSLIDE SLOPE DUE TORAVELLING AND UNDERCUTTING OF TOE
FIG. 2
DEVELOPMENT OF SHEAR SLIDEFIG. 3
EFFECTS OF SAND BOILS
ON LEVEE
REDUCTION IN SHEARINGSTRENGTH IN THIS ZONE
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Underlying Clays and Silts
NATURAL BLANKET
LEVEE CENTERLINE
RIVERWARD LANDWARD
FOUNDATION SAND
UNDER SEEPAGE BERM
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Underlying Clays & Silts
NATURAL BLANKET
LEVEE CENTERLINE
RIVERWARD LANDWARD
FOUNDATION SAND
PONDED SEEPAGELook for Sand Boils
Under Seepage Event with Leakage at Levee
Toe
Piezometric Head
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Open System Piezometers
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IMPERVIOUS CLAY AND SILT
NATURAL BLANKET
For K=1.0x 10-2 cm/sec, a drop of water can travel 235’ in 8.5 days
RIVERWARD LANDWARD
FOUNDATION SAND
RANDOMZONE
SAND BOIL
IMPERVIOUSZONE
10’
1 on 4 1 on 5
235’
25’
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Underlying Clays and Silts
NATURAL BLANKET
LEVEE CENTERLINE
RIVERWARD LANDWARD
FOUNDATION SAND
Original Levee ofImpervious Clays and Silts
LINE OFRELIEF WELLS
RiversideEnlargement
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Underlying Clays & Silts
NATURAL BLANKET
LEVEE CENTERLINE
RIVERWARD LANDWARD
FOUNDATION SAND
Original Levee of Impervious Clays & Silts
RIVERSIDE ENLG”T>IMPERVIOUS
ZONE
PONDED SEEPAGELook for Sand Boils
Under Seepage Event with Leakage at Levee
Toe
Piezometric Head
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Open barrel used
to control sandboils
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Deep Soil Mixing
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Deep Soil Mixing
Inject lime, cement, slag, fly ash, etc. into
soil
Mix thoroughly
Creates a pozzolanic reaction in the
soil/cement mass
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Deep Mixing Design Parameters
WET MIXING
Water/binder ratio
Binder load
Number of shafts to suit application
Spoil disposal
WET METHOD
Excellent overlap
Adaptable to multiple augers
High strength
Spoil disposal
DRY MIXING
Binder load
Mixing energy
Rate of penetration
Soil moisture
DRY METHOD
No spoil
No water needed
Medium to high strength
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Design for the purpose
Stability and support – strength, array, length,
uniformity
Seepage cutoff – continuity, overlap, length,
permeability
Seismic retrofit – All of the above
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Three DM Applications
Resist deflection of major structures
Buttress existing floodwalls
Reinforce new embankments
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Major Structures -17th Street & Orleans Avenue Canals
Interim Closure Structures (2006)
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17th Street Canal
Interim Closure Structure (2006)
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17th Street Canal
Interim Closure Structure (2006)
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17th Street Canal
Interim Closure Structure (2006)
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Orleans Avenue Canal
Interim Closure Structure (2006)
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Orleans Avenue Canal
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Orleans Avenue Canal
Interim Closure Structure (2006)
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Orleans Avenue Canal Interim
Closure Structure (2006)
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Gainard Woods Pump Station
Plaquemines Parish
Gainard Woods Pump Station
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Floodwalls –Gainard Woods Pump Station (2006)
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Gainard Woods T-Wall (2006)
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Floodwalls –Gainard Woods Pump Station (2006)
-40 -20 0 20 40 60 80 100
Distance (ft)
-100
-90
-80
-70
-60
-50
-40
-30
-20
-10
0
10
20
Ele
va
tio
n (
ft)
w
-40 -20 0 20 40 60 80 100
Distance (ft)
-100
-90
-80
-70
-60
-50
-40
-30
-20
-10
0
10
20
Ele
va
tio
n (
ft)
w
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Floodwalls –Inner Harbor Navigation Canal (2009)
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IHNC Floodwall Reinforcement
(May 2009)
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IHNC Floodwall Reinforcement
(May 2009)
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Homeplace Levee Enlargement
Plaquemines Parish
Homeplace Levee Enlargement
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Levees –
Homeplace Levee Enlargement (P24)
(2006)
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Berm needed to achieve safety
factor of 1.30
+2
+17
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+2
+17
-402,300 psf
To achieve SF = 1.30; Foundation
improved from 270 psf to 2300 psf
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Homeplace Levee Enlargement (P24)
(2006)
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Homeplace Levee Enlargement (P24)
(2006)
FIG 4a. Shallow Surface (FS=1.33)
100% Efficiency of Joints
FIG 4b. Deep Surface (FS=1.51)
100% Efficiency of Joints
FIG 4c. Shallow Surface (FS=1.29)
0% Efficiency, 5 Vertical JointsFIG 4d. Deep Surface (FS=1.37)
0% Efficiency, 5 Vertical Joints
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Construction of DMM Shear Walls
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Unconfined Compressive Strength Test Results
for P24 DMM Cores
Number of Tests: 2081
Mean UCS: 2145 kN/m2 (311 psi)
Standard Deviation: 1259 kN/m2 (183 psi)
Coefficient of Variation: 0.59
UCS = 690 kN/m2 (100 psi) was used for
design
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P-24 Final Section
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Design Guide for Levees and Floodwall
Stability Using DM Shear Walls
• Limit equilibrium analysis
• Combines sliding,
overturning and internal
shear analyses
• Uses reliability factors for
material and stability
safety factors
• Uses CDIT 2002 as basis
for analysis
DESIGN GUIDE
FOR
LEVEE AND FLOODWALL
STABILITY USING DEEP-
MIXED WALLS
by
George Filz and Eddie Templeton
February 10, 2009
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QA/QC Testing
Reverse Column Pentetration Testing
Pressuremeter
Cone Penetrometer Testing
Borehole Camera
Exhumation (Exposure, Excavation)
Sonic Drilling
Coring and Compressive Strength Testing
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Pressuremeter
Use to great success during 2003 Test Section
Utilized for Q/A and Q/C in 2008
Can be used to determine limit pressure, which
can be obtain shear strength
Limit pressure is assumed to occur when volume
is doubled
Poisson’s ratio assumed to be 0.33
Column Modulus can also be determined
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IHNC CPT Data
0
5
10
15
20
25
30
35
40
45
0 10 20 30 40 50 60 70
Shear Strength (psi)
De
pth
(ft
.)
t = 30 min. t = 3 hrs. t = 6 hrs.
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Column Exhumation
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Sonic Drilling Rig
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Sonic Drilling Cores
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Wet Grab Sampling
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LPV – 111
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LPV - 111
Largest Deep Soil Mixing Project in the
World
1.7 million cubic yards of soil will be
treated.
5.3 miles of Levee will be raised from 17
feet to 28 feet
Soil mixing extends to -67 ft deep and
varies in width from 54 ft to 98 ft
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Large Hurricane Risk
Reduction Structures
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IHNC SURGE BARRIER
GIWWMRGO
20 March 2010
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Lake Borgne– Project Alignment
GIWW & Barge Gates
Floodwall
Bayou Bienvenue Gate
MRGO
Closure
North Access Bridge
Transition T-Walls
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Barrier Flood Wall
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GIWW Barge / Sector Gate (Conceptual)
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Bayou Bienvenue Vertical Lift Gate (Conceptual)
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Boring Locations
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Geologic Profile
GIWW
-200’
-150’
-100’
-50’
0’
20+00 60+00 100+00
BBMRGO
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Design Investigations
Pile Load Test
Lateral Load Test
Non-linear Incremental Structural Analysis (NISA)
Physical Model – GIWW Sector Gate
Physical Model – Barrier Wall
Navigation Simulation – Gate Width Study
Approach Wall Vessel Impact Analysis
Navigation Physical Guidewall Model
USCG Navigation Risk Assessment
Long-term Instrumentation Plan
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Soldier Pile Placement –
Complete!
1271 piles – Completed October 21, 2009
Weeks 526 Rig
144 Feet Long
66” Diameter, 94 tons
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MRGO Section
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Sand Fill at MRGO
GIW
W
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EL -130’
EL -55’TIP OF JET
GROUT COLUMN
EL -15’mud line
EL 26’
66” spun cast pileJET GROUT
18” concrete closure piles
12’ concrete cap
protected side flood side
EL -190’
36” steel batter pile
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Spin Casting
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Spun Cast Piles
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Soldier Piles
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Post Tensioning
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Pile Load Test
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18” Closure Piles & Jet Grouting
2504 piles – Completed February 11, 2010
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Soldier, Closure, Batter Piles
Closure Piles
Temporary Trestle
36” Batter
Piles
Soldier Piles
Interstitial Space
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66” Concrete
Pile Clean Out
Drill bit removes the mud
from inside the pile
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Grout bag infill
Grout Bag Placement
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Batter Piles
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Precast Caps17 Feet Long, 96 Tons
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Parapet
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Interesting Quantity Facts
The IHNC Project Involves:
160 miles of piles- approx. 20 miles more than from
Cleveland to Columbus
The weight of 8 Eiffel Towers of Steel
Enough Concrete to fill a football field 94 feet deep
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GIWW –Western Closure Complex
(WCC)
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WCC
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Project Features:
• 19,140 cfs Drainage Pumping
Station (11 x 1740 cfs vertical
“Flower Pot” pumps)
• 225-foot primary navigation gate
• Sluice gates (5 – 16’ x 16’)
• T-wall along edge of Bayou aux
Carpes CWA 404(c) wetlands (4200’ X 100’ construction corridor)
• Water Control Structure
• Levee and East Bayou Road
Realignment
• Environmental Mitigation and
Augmentations
• Foreshore Protection
• Algiers Canal dredging
GIWW - West Closure Complex
Levee and Road Realignment
Water control
structure
T-Wall with berm
Bayou aux Carpes
404(c) area
Combi-wall
225’ Navigation gate
Sluice gates
19140 cfs
Pump Station
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WCC Cofferdam Piles
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Dewatered Cofferdam
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Dewatered Cofferdam
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Pump Station Piles
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Pile Load Test
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Pile Load Test
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Pile Load Test
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Heave Test Section
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WCCEarthen Material Processing
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New Levee Construction
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New Levee Construction
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East T-wall
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East T-wall Preload
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Questions?