geotechnical challenges new orleans usace wodward - usace geotechnical challe… · &...

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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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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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


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17th Street Canal


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Orleans Avenue Canal


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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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(2006)

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(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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