Download - INTRODUCTION TO GEOPIER SYSTEM
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INTRODUCTION TOGEOPIER®SYSTEM
Mr. Gerry Kehler, PE (Georgia)Mr. Tommy WilliamsonApril 14, 2010
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OUTLINE
1. History of Foundation Support
2. Geopier System Construction
3. Engineering Basics
4. Different soil types
5. Limitations
6. Industrial Applications
7. Case study
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Two choices:
History of foundation systems
1. Shallow 2. Deep
Good soil
BadsoilGood
soil
OK soil
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In early 1990’s a third choice emerged:Intermediate Foundation® systems
1. Shallow 2. Deep 3. Intermediate
Good soils
OK soil
Badsoil
Good soil
OK soil
History of foundation systems
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The Geopier® Systems are made up of Rammed Aggregate Pier® elements.
With time, the Geopier System gained popularity with cost and schedule benefits.
History of foundation systems
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1. Created by forming a cavity
Rammed Aggregate Pier Construction
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2. Adding thin lifts of Aggregate, and
Rammed Aggregate Pier Construction
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3. Vertically RAMMING the thin lifts of aggregate
Rammed Aggregate Pier Construction
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Rammed Aggregate Pier Construction
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Temporary casing used to stabilize caving soils
Rammed Aggregate Pier Construction
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Displacement Construction
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Displacement Construction
Then, as hollow
mandrel is
raised, stone
flows from
hopper down
through mandrel.
Impact
hammer
After
driven
to full
depth,
mandrel
is raised
up 3 ft
Then
driven
back
down 2
ft
Dense,
1 ft lifts
Crowd pressure
from rig weight
and hydraulics
First, mandrel
is driven to
full depth,
with sacrificial
cap covering
tamper foot.
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Footing Construction
• Excavate for footings• Compact footing bed• Place steel• Pour concrete
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Types of Foundations Supported
• Isolated Spread footings
• Continuous footings
• Retaining Walls
• Lightly loaded slabs
• Heavily loaded slabs
• Uplift Anchors
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Flexible Continuous Footings
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The keys to success are:
1. Vertical RAMMING (to achieve very low void ratio) and
2. Increase in lateral effective stress from the beveled tamper foot
Geopier System Features
Beveled tamper
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Geopier System Features
• High allowable bearing capacity
• Control settlement
• Uplift resistance
• Lateral load resistance
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How do RAP systems work?
Engineering basics
Push down on footing, the stiff element (pier) takes more of the load
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How do RAP systems work?
The strength and stiffness of the pier determined using a Modulus Test which gives you a spring constant
Engineering basics
• Deflection = 0.25-inch• kg = stress / deflection = 500 pci
0.00
0.25
0.50
0.75
1.00
0 10 20 30 40
Top deflection
RAP Stress (ksf)
Deflection (in)
Telltale deflection
Design(a)
(b)
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Uplift anchors required to resist tensile loads
Steel Plate
Cylindrical shearingsurface
Threaded rods
Uplift Resistance
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Load Test Uplift Element at UC Davis Production Uplift Elements
Uplift Resistance
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Lateral Resistance
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RAP and Soil Types
• Sand, silty/clayey sand, gravel
(SP, SW, SM, SC, GW, GP)
• Clays and silts
(CL, ML)
• Peats and organics
(PT, OL)
• Undocumented fill
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GEOPIER LIMITATIONS
• Extreme loads on extremely soft soils
• Sinkholes
• Expansive / swelling clay
• Obstructions during drilling
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Economics:
Often provide a 20% to 40% cost savings in comparison with Deep Foundations when:
• High capacity > 75 tons and length > 30 feet
• Moderate capacity > 40 to 60 tons and length > 20 feet
• Low capacity < 40 tons and any length
Pile length
Pile capacity
RAP provides MORE economy
RAP provides LESS economy
When To Consider RAP Systems
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Economics:
Often provide a 20% to 40% cost savings in comparison with over-excavation and replacement when:
• The depth of overexcavation exceeds 5 - 8 feet.
When To Consider RAP Systems
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Geopier SystemApplications
Building Foundation Support
Industrial & Tank Support
Floor Slab Support Transportation
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• Five story parking deck
• 63,000 sf footprint
• 77 columns with loads
ranging from
200 to 1220 kips
• Foundation options for
RAPs and auger cast
piles
CASE STUDY
VICTORYLAND PARKING DECKSHORTER, ALABAMA
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SUBSURFACE PROFILE
LOWER ZONE
1220 KIPS
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0.000
0.200
0.400
0.600
0.800
1.000
0 5,000 10,000 15,000 20,000 25,000 30,000
Applied Geopier Stress (psf)
Deflection (inches)
Bottom of Geopier
Top of Geopier
Unload
Modulus test results
VICTORYLAND PARKING DECK
Measured Upper Zone Settlement = 0.3”
Estimated Lower Zone Settlement = 0.2”
Total Settlement = 0.5”
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530 RAP elements installed in 11 days!
VICTORYLAND PARKING DECK
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Elements reinforce soft and compressible soils for support of relatively thin floor slabs.
Replace structural floor slabs on piles.
FLOOR SLAB SUPPORT
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Design Considerations
FLOOR SLAB SUPPORT
Geotechnical (settlement, etc)
Structural (slab design, etc)
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FLOOR SLABS - GEOTECHNICAL
Fill and floor slab support
d
spacing (s)
"competent"
soils
Soft, compressible
soils
Floor load (p)
New Fill
45o
Thickness
RAP
element
(t)
Arching transfers pressures to pier
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FLOOR SLABS – STRUCTURAL
Steel Reinforcement
. . . . . May be required to resist tensile stresses within top of slaboverlying Geopier elements.
Need to:
-Work closely with structural engineer
- Perform finite element analysis
(project SE or GFC SE)
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Results of analysis identify areas of higher bending stresses
Indicate whether added reinforcement or thicker slab is needed
Finite Element Analysis (FEA)
FLOOR SLABS – STRUCTURAL
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FLOOR SLAB SUPPORT
Boeing Building 101, St. Louis, MODelta Marine, Seattle, WA
Costco Retail Store, Tacoma, WA Polaris Plant, Vermillion, SD
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KRAFT CAPRI-SUN WAREHOUSE GRANITE CITY, ILLINOIS
Kraft Capri-Sun Warehouse
Granite City, Illinois
St. Louis, MO
FLOOR SLABS - EXAMPLE
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Floor Slab700 psf pressure
5 ft fill to get out of floodplain
FLOOR SLABS - EXAMPLE
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10 ft
CH & CL, Su = 500 psf
0 10 20 30 40
SP, SM
N-values, M%Subsurface conditions
FLOOR SLABS - EXAMPLE
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Soft Clay
Dense Sand and Silty Sand
Soft ClayFloor Slab
•Winter construction
• Groundwater
Fill
Planned construction
10 ft
FLOOR SLABS - EXAMPLE
OPTIONS?
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Rammed Aggregate Pier stabilized zone
Floor Slab
Dense Sands and Silty Sands
Value engineering proposal
Pier spacing = 14 ft
FLOOR SLABS - EXAMPLE
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-2.50
-2.25
-2.00
-1.75
-1.50
-1.25
-1.00
-0.75
-0.50
-0.25
0.00
0 4000 8000 12000 16000 20000 24000 28000
top of Geopiermiddle telltalebottom telltale
Geopier Stress (psf)
Deflection (in)
15
Modulus test
FLOOR SLABS - EXAMPLE
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-1.0
-0.8
-0.6
-0.4
-0.2
0.0
0.2
12/6/00
12/11/00
12/16/00
12/21/00
12/26/00
12/31/00
1/5/01
1/10
/01
1/15
/01
Settlement Monitoring
Settlement (in)
Time (days)
Pier = 0.5 in (0.6)
Soil = 0.6 in (0.6)
Differential = 0.1 in (0 in)
Differential settlement
FLOOR SLABS - EXAMPLE
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FLOOR SLAB SUPPORT
• 360,000 sq. ft. manufacturing facility addition
• Floor slab pressures = 700 psf
• 2,100 Geopier elements installed in one month
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Mirant Power Plants, MD
POWER GENERATION
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Morgantown Plant
Mat foundation:91-ft x 357-ft
Absorber stacks and building
Design pressures:3 ksf at building6 ksf at stacks
Nanjemoy Formation (N > 30)
ML (N = 8 – 20 bpf)
SM (N = 3 – 15 bpf)
14’
Excavation
18’
~26’Impact RAPs:4 to 6 ft o-c
Est. settlements:~ 2.5 inches
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Chalk Point Plant
Mat foundation:87-ft x 219-ft
Absorber stacks and building
Design pressures:3 ksf at building6 ksf at stacks
Impact RAPs:4 to 6 ft o-c
Est. settlement:~ 3.8 inches
Nanjemoy Formation (N > 30)
MH (N = 11 – 26 bpf)
SM (N = 5 – 11 bpf)
17’
40’
~26’
Excavation
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TANK SUPPORT
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Bearing Capacity
Unsuitable Soil
Competent Soil
DESIGN ISSUES
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DESIGN ISSUES
Settlement
Unsuitable Soil
Competent Soil
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DESIGN OPTIONS
Overexcavation and Replacement
Problems• High groundwater• Cost• Schedule
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DESIGN OPTIONS
Pile-supported concrete pad
Problems• Cost• Schedule
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DESIGN OPTIONS
Granular pad over Geopier reinforced zone
Geopier
Reinforcement Zone
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SAMPLE INDUSTRIAL PROJECTS
• Houston Fuel Oil Terminal Tank Support
• Kinder Morgan Tank 150-27 Repair
• Valero Refinery Tank TK-443
• Lyondell-Citgo Tank Repair
• Kinder Morgan Tank 150-44
• Valero Refinery Tank TK-231
• Industrial Zeolite Plant
• ExxonMobil Tank 2176 Repair
• ConocoPhillips Refinery
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• New tank construction
• 125-foot diameter
• 48-ft tall
• Design pressure = 3 ksf
CASE HISTORY:VALERO REFINERY TANK TK-231HOUSTON, TX
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4 ft
Su (ksf)
0 1.0 2.0 3.0
Clay Fill0 ft
SUBSURFACE CONDITIONS
4.0
V. Soft to Firm Clay
Firm to V. Stiff Clay
10 ft
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GEOPIER SOLUTION
Perimeter Differential Settlement Control
Fill
Soft Clay
Firm to V. Stiff Clay
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GEOPIER SOLUTION
Bearing Capacity – Edge Instability
V. Soft to Firm Clay
Firm to V. Stiff Clay
Geopier
FS for Geopier-reinforced soil = 1.30
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Modulus Load Test Results
-2.00
-1.50
-1.00
-0.50
0.00
0 5 10 15 20
Top of Geopier
Telltale No. 1
Top of Geopier Stress (ksf)
Deflection (in)
Design Stress
Deflection
GEOPIER SOLUTION
Settlement = 0.5 in at design stress
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• Installed 243 piers in 8 days (30 piers / day)
• Increased edge stability (FS = 1.3)
• Limited perimeter differential settlements
GEOPIER SOLUTION
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• Duke Energy
• Ameren (UE)
• Motiva
• Lockheed
• ExxonMobil
• Valero
• Nucor Steel
• General Motors
• BNSF
• Kinder Morgan
• Boeing
• U.S. Food Services
Selected National Clients
• Certainteed
• Kraft
• John Deere
• Case New Holland
• Pfizer
•Wal-Mart
• Michelin
• Maybelline
• Pacific Bell
• Sara Lee
• Anheuser Busch
• General Mills
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Shear reinforcement in Geopier zone
TRANSPORTATION APPLICATIONS
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US-90 & SH-6 Intersection Upgrades, Sugarland, Texas Site Plan
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SCOPE OF WORK
6.7 / 22107 / 353South Ramp
7.3 / 24107.6 / 353North Ramp
8.2 / 2769 / 227South
Abutment
7.3 / 2479 / 260North
Abutment
Max. Height
(m)/ [ft]
Length
(m)/[ft]
MSE Wall
Location
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Typical Soil Conditions
0
2
4
6
8
10
12
14
16
0 10 20 30 40 50 60 70 w%
Depth (m)
GWT
CL
SM
SM, SW
φ' = 22°
c' = 4.8 kPa
φ' = 30°
c' = 0
cεc = 0.11 - 0.14
cεr = 0.03 - 0.05
φ' = 30°c' = 0
0 10 20 30 40 50 60 70 80 90
North Ramp South Ramp
North Abutment South Abutment
Su (kPa)
CL
SM
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Geopier Installation
•Total Number of Piers = 1411 •Two Crews •20 to 25 RAPs•Cost ~ $1,000,000•Bid Through DOT letting•FHWA funded the geotechnical instrumentation
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Modulus Test Results
-60-55-50-45-40-35-30-25-20-15-10-50
0 300 600 900 1200 1500
Top-of-Rammed Aggregate Pier Stress (kPa)
deflection, (m
m)
North Abutment
South Abutment
South Ramp
South Ramp II
North Ramp
Design Stress < 18000 psf< ¾-in top vertical deflection
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Geotechnical Instrumentation Layout
Near the Bridge Abutments at general locations of higher bearing pressure
MonitoringStation 1
MonitoringStation 2
East
West
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Geotechnical InstrumentationHorizontal and Vertical Inclinometers
Vibrating Wire Piezometers
Sondex Settlement System
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Instrumentation Installation
Vibrating Piezometer Cable
Horizontal InclinometerCasing w/Cable Return
ProtectiveInstrumentationBox
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Instrumentation Monitoring Results
Horizontal and Vertical InclinometersPiezometer Nest
South Ramp Monitoring Station-1
0
4
8
12
16
20
24
11/29/05
12/27/05
1/24/06
2/21/06
3/21/06
4/18/06
5/16/06
6/13/06
7/11/06
8/8/06
9/5/06
10/3/06
10/31/06
11/28/06
12/26/06
Date
Pore Pressure (psi)
0
2
4
6
8
10
12
Fill Pressure (psi)
-15 ft
-20 ft
-24 ft
-30 ft
Fill
Spike Caused by Driving of Pile within 5 ft of Piezometers Gradual Rise in
Pore Pressure Caused by General Rise in Groundwater Elevation
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Instrumentation Monitoring Results
Sondex Settlement System- South Ramp-West
-0.60-0.50-0.40-0.30-0.20-0.100.000.100.200.300.400.50
0 5 10
15
20
25
30
35
40
45
50
Depth-(ft)
Downward Movement (ft)
1/27/2006
1/25/2006
1/26/2006
2/1/2006
2/9/2006
2/20/2006
2/23/2006
3/2/2006
3/9/2006
4/6/2006
5/4/2006
7/12/2006
9/19/2006
10/24/2006
Avg
2.5-in (6.4-cm)
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Instrumentation Monitoring ResultsVertical Inclinometers at North Ramp
0
5
10
15
20
25
30
35
40
45
50
-3.0 -2.5 -2.0 -1.5 -1.0 -0.5 0.0 0.5 1.0 1.5 2.0 2.5 3.0
Lateral Movement (in)
Depth (ft)
North Ramp-Sta.2-West
North Ramp Sta. 2 - East
North Ramp-Sta.1-West
North Ramp Sta. 1-East
11/2006 through 5/2007
Bottom of Retaining Wall Footing
2.54-cm
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NORTH ABUTMENT
NORTH RAMP
SOUTH ABUTMENT
SOUTH RAMP
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Conclusions
-Vertical Settlement 2.5 to 3-inches
-Horizontal Displacement < 1.5-inches
-Rapid Pore Water Pressure Dissipation
Afforded by Radial Drainage into RAPs
-Vertical Displacement < 2-inches
Post-Construction
- Complied with FHWA requirements
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Questions?