i-15 reconstruction project: innovative foundation and ...bartlett/geofoam/presentation -...
TRANSCRIPT
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I-15 Reconstruction Project: Innovative Foundation and Embankment Construction
Steven F. Bartlett, Ph.D., P.E.Steven F. Bartlett, Ph.D., P.E.Assistant Professor University of Utah
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I-15 Reconstruction – Project Extents
EndProject600 N600 N.
Beg. Project 10600 S.
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I-15 Reconstruction - Quick Facts• Single Largest Design Build Highway Contract in U S• Single Largest Design-Build Highway Contract in U.S.
• 17 Miles of Urban Interstate
• $1.5 Billion (Project Cost)
• Wasatch Constructors (Prime Contractor)•Kiewit, Granite, Washington Construction
• 4 Year Construction Duration (1997 - 2001)
• 144 Bridges/Overpass Structures
• 160 Retaining Walls (mostly MSE Walls)g ( y )
• Approximate $6 M Research Program (4 years)
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Geotechnical Issues
• Large Primary Consolidation Settlement (1 to 1.5 m)g y ( )
• Time Rate of Consolidation (2 years to end of primary)
• Creep Settlement (Bump at Bridge)• Creep Settlement (Bump at Bridge)
• Foundation Stability (Large Embankments on Soft Soils)
• Schedule Constraints (two 2-year projects)
• Maintenance of Traffic (Had to be maintained)
•New Technologies and Development of Specifications
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Selected Topics
PV Drains Surcharging
Geotextile Reinforced Slopes
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Selected Topics (cont.)
2-Stage MSE Walls
Lime Cement Columns
Geofoam – Light Weight Fill
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Quantity and Cost Summary
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Subsurface Profile in Salt Lake Valley
00 5000 10000 15000 20000 25000 30000 35000 40000
CPT Tip Resistance, kPa
0
5
10 Bonneville Clay
Alluvium
Primary Settlement
10
15
20h (m
)
Bonneville Clay
Pleistocene Alluvium20
25Dep
th
Cutler Clay
Secondary Settlement
30
35
y
40
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Settlement of Soft Clays in Salt Lake Valley
Primary Settlement
Secondary Settlement
Approximate 2 years of primary settlement
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Consolidation Properties
00 100 200 300 400 500 600 700 800
I it00.00 0.10 0.20 0.30 0.40 0.50 0.60 0.70
Preconsolidation Stress (kPa) Compression Ratio
5
10
In situVerticalEffectiveStress
5
10
15
(m)
15
20
Dep
th (m
)
20
25
Dept
h 25
30
35D
30
35
35
40
40
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Typical I-15 Embankment Construction
SurchargeTemporary Wire Wall
New embankment
Existingembankment
2-Stage MSE WallGeotextile
Alluvium
Lake BonnevilleSilts and Clays
Prefabricated Vertical Drains
PleistoceneSands and GravelsSands and Gravels
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Prefabricated Vertical Drains
Installed drain
PV Drain Spacing 1.5 to 2.5 m
Installed drain
PV Drain Spacing 1.5 to 2.5 mtriangular spacing
PV drain pushed into groundPlacement of anchor bar
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PVD Installation Issues
1. Consolidation times need to be reduced to 3 to 6 month to accommodate scheduleto accommodate schedule
2. Large, atypical mandrels and anchor plates may cause excessive disturbance and reduce time rate of consolidation
3. PV drains spaced too closely together may cause disturbance and reduce time rate of consolidation
4. PV drain contractor may not be able to push drains pthrough existing embankmentMandrel used on the I-15 Project
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Rate of Consolidation Vs. Drain Spacing)
t95
(day
s)t
Triangular Drain Spacing (m)
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Pre-drilling of PV Drains Required through Existing Embankmentg g
Cost:
$1.50/ m (without predrilling)
$3.00/m (with predrilling)
Approximate 3 drill rigs req’d for one PV drain rig
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PV Drain Summary
1. PVDs reduced settlement to 3 to 6 months and were the k I 15key component to I-15 success.
2. PVDs performed as expected.
3. Size and geometry of installation mandrel and anchor plate should be controlled by specification.
4. PVDs should not be spaced closer than 1.5 m triangular spacing for Lake Bonneville Deposits
5 P d illi i d f i t ll ti th h l5. Predrilling was required for installation through large (8 m high) preexisting embankments.
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Surcharging to Reduce Settlement
5 million cubic meters of embankmentplaced on project
Model for Secondary Consolidation
End of Primary Settlement
Remove Surcharge
Beginning of Primary Settlement
SV
Remove Surcharge
Rate of Secondary Settlement w/ Surcharge
3 inches in 10 yearsLog Time (years)
C C’
Rate of Secondary Settlementw/o Surcharge
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Surcharging to Reduce Settlement
Amount of Surcharge
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Surcharging Summary
1. Design goal was to reduce secondary settlement to 3 inches or less in 10 years.inches or less in 10 years.
2. Post construction monitoring has shown that surcharging has been successful in achieving this goal.g g g g
3. Surcharges of 30 to 40 percent of the final embankment height were used.
4. Large surcharged fills introduced stability concerns in some locations.
5. Surcharge were to remain in place until 98 percent EOP consolidation was reached.
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Geotextile Installation in Reinforced Slopes
Geotextile Installed on 3H:1V slopeGeotextile Installed on 3H:1V slope
Geotextile placement on sloped,p p ,pre-existing embankment
Geotextile lapped into MSE wall
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Stability Criteria for Reinforced SlopesStability
ParameterThreshold Level 1 Threshold
Level 2Threshold
Level 3
Horizontal 3 8 - 7 6 7 6 - 25 0 > 25 0Horizontal Displacement Rate (mm/day)
3.8 7.6 7.6 25.0 > 25.0
Displacement 0.2 - 0.3 0.3 – 0.4 > 0.4pRatio (DR)
Piezometric Head Increase
--------- > 200% of Load due to Fill
same as threshold 2
Placement
Response Action • Notify Field Construction
• Stop Fill Placement
• Buttress Slope and Remove
Manager of threshold 1• Increase Monitoring Frequency
• Prepare Specific Action Plan• Implement Plan if
Fill• Notify Senior Project Management• Notify UDOTFrequency Plan if
Conditions Worsen
• Notify UDOT
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Stability Criteria -Displacement Ratio80
70
80
DR = horz Displacement
50
60
t (cm
)
DR = horz. Displacement/ vert. settlement
40la
tive
Sett
lem
ent
Displacement Ratio = 0.3Horz. displacement fromVertical inclinometers
20
30
Cum
ul
1
Vert. Settlement fromSettlement plates
0
10
Displacement Ratio = 0.2
DR
00 5 10 15 20 25
Cumulative Horizontal Displacement (cm)
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Stability Summary
1. Large embankments with surcharge introduced foundation stability issues at many bridge crossings.
2. No embankment failures occurred on the project.
3. High strength geotextile (max. 3 layers) was used to achieve global stability with a FS of 1.3.
4. Staged construction was used in many locales to reduce geotextile requirements.
5. Vertical inclinometers and settlement plates were used t it t bilitto monitor stability
6. Stability criteria based on the displacement ratio (DR) proved to be the most useful means of monitoringproved to be the most useful means of monitoring embankment stability.
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2-Stage MSE Walls
Right-of-way constraints requiredmany slopes to be built vertically.y p y
Beginning of 2-stage MSE Wall
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2-Stage MSE Wall Connections
Female threaded rod coupler
Attachment of Panels withthreaded rod Concrete
Fascia Panel
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MSE Wall Settlement and Deformation Issues
Deformation of WeldedWire Face at Toe of Wall
Settlement Impacts to AdjacentStructures
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3500 South MSE Wall Array
Instrumented Reinforcing Elements
Survey PointsEmbankment Fill
Horizontal Inclinometers
Reference Bench Mark
Magnet-Reed Extensiometer
Vertical Inclinometers
g
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Objectives of MSE Wall Arrays
1. Monitor Stress and Strains within Wall and Foundation
2. Determine Settlement Distribution Away from W llWall
3. Monitor Transitions Zones
4. Deformation Modeling
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Strain Gauges on Welded-Wire Reinforcing
Horizontal reinforcing (bar mat) withstrain gages. Strain gage wiring at faceg g g
of MSE wall
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3500 South MSE Wall Array
I li t d S dReading of Sondex
Inclinometer and SondexLocations
Extensometer
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3500 S. MSE Wall Deformations
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MSE Wall Summary 1. Large primary consolidation settlement req’d use of
two stage MSE wall with flexible wire face.
2. Flexible faces can deform during construction and post-construction.
3. Increasing the horizontal reinforcement in the bottom half of the wall can reduce the deformation, but not completely eliminate it (horzizontal buldge reduce by a p y ( g yfactor of 2.)
4. Material type, compaction and construction procedures can also help in reducing face deformation.
5. Specifications should be written to control allowable face deformation.
6. Zone of settlement influence is 1.5 times wall height.
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Geofoam Embankment For Settlement Reduction
BuriedUtilitiesUtilities
Geofoam Embankment from State St. to 200 W. AlongInterstate I-80, Salt Lake City, Utah
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Geofoam Placement Areas
100,000 cubic meters of Geofoam
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Geofoam Cross Section (Typical)
35 cm Concrete Pavement
15 cm Reinforced ConcreteLoad Distribution Slab
Tilt-upConcreteFascia
60 cm Base Material
FasciaPanel Wall
Geofoam Block
Sloped Embankment (1.5 H to 1 V max.)
Bedding Sand (20 cm min.)
WallFooting
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Geofoam Properties
* I-15 used 1.25 pcf density exclusively (i.e., type VIII geofoam)
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Geofoam Embankment
Leveling Course of Sand
Construction of Geofoam Embankmentand Footing for Tilt-up Panel Wall
Leveling Course of Sandfor Geofoam Embankment
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Geofoam Embankment
Geofoam cut and placed around piling at bridge abutment
Nearly Completed GeofoamEmbankment with Vertical Face
Transition Zone with MSE Wall
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Load Distribution Slab Atop Geofoam
Reinforced Concrete
Completed Load Distribution Slab
Reinforced ConcreteLoad Distribution Slabatop Geofoam
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Geofoam (Finished Cross Section)
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Geofoam for Rapid ConstructionC i f C t ti TiComparison of Construction Times
30
35
ConventionalGeofoamee
ks)
20
25
Tim
e (W
e
10
15
stru
ctio
n
0
5
Preparation Construction Settlement Finish Work Total
Con
s
Preparation Construction Settlement Finish Work Total
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Geofoam Wall Costs
Geofoam wall system (total cost) is about 2 ¼ times more expensive than conventional 2-Stage MSE wall with PV drains
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3300 South Geofoam ArrayROW OF SURVEY POINTS AT FACE OF WALL
25 MM - PVC STAND PIPE
ROW OF SURVEY POINTS ALONG OUTSIDE EDGE OF EMERGENCY LAN
ROW OF SURVEY POINTS ALONG INSIDE EDGE OF MOMENT SLAB
CONCRETE PAVEMENT
ROAD BASELOAD DISTRIBUTION SLAB
SQUARE PLATE WITH MAGNET RINGLEVEL 6
6.5 TO 7.3 m
GEOFOAM BLOCKS
LEVEL 4
LEVEL 2
HEIGHT VARIES
GRANULAR BACKFILL
LEVEL 0
LEVEL 2
BEDDING SAND2.5 m
VIBRATING WIRE TOTAL PRESSURE CELL
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Objectives of Geofoam Arrays
• Measure Creep Settlement of Geofoam Mass (10 yr.)• Measure the Pressure Distribution within MassMeasure the Pressure Distribution within Mass
• Measure Differential Settlement in Transition Zones
• Measure Lateral Earth Pressure at Abutments• Measure Lateral Earth Pressure at Abutments
• Monitor for Differential Icing at Geofoam /Embankment Transition Zones
• Model Stress / Strain Behavior
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3300 South Geofoam Array Installation
Magnet Extensometer andPressure Cell Installation
Pressure Cell in Base Sand
Pressure Cell Installation
First Method of Placing Pressure CellPressure Cell Cast in Bridge Abutment
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Improved Method of Placing Pressure Cell
Hot Wire Cut
Pressure Cell Placed in Cut
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3300 South Magnet Extensometer Data
0
01/2
0/99
03/2
1/99
05/2
0/99
07/1
9/99
09/1
7/99
11/1
6/99
01/1
5/00
03/1
5/00
05/1
4/00
07/1
3/00
09/1
1/00
11/1
0/00
01/0
9/01
03/1
0/01
05/0
9/01
07/0
8/01
09/0
6/01
Date
0
10
20
30) 30
40
50
emen
t (m
m
LEVEL 4
LEVEL 6
60
70
80
Settl
e
LEVEL 0
LEVEL 2
90
100
Level 0Level 2
Construction Completed (7/28/99) 1% Construction Strain
Level 4Level 6Level 8Level 9Load Distribution Slab placedLoad Distribution Slab Curb placedGranular BorrowOpen Graded Base
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100 South Magnet Extensometer DataPost-Construction SettlementPost-Construction Settlement
1% construction strain
2% total in 50 yrs2% total in 50 yrs.
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3300 South Geofoam ArrayDamage to Connections During Constructiong g
Loading
Damaged Connection
• Approximately 1% loading strain can be expected.
• Strain due to seating of guntrimmed block and elastic compression.
• Damaged connectionDamaged connection was later repaired by dowels.
Ri id t h ld b• Rigid connect should be avoided.
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Geofoam Transition ZonesPost-Construction Settlement
Transition slope3.5 H : 1 V
25.0
men
t
face of wall5/30/00
face of wall3/18/01
Transition zone
10 0
15.0
20.0
ruct
ion
Settl
eme
(mm
)
inside edge ofmoment slab5/30/00inside edge ofmoment slab3/18/01 outside edge
0.0
5.0
10.0
340
350
360
370
380
390
400
410
420
430
440
450
460
470
480
490
Post
-Con
str outside edge
of emergencylane 5/30/00outside edgeof emergencylane 3/18/01
baseline survey completed on 11/10/99.
2534
2535
2536
2537
2538
2539
2540
254
2542
2543
2544
2545
2546
2547
2548
2549
Mainline Stationing (m)
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Geofoam Pressure Cell Measurements
Pressure Versus Time3300 South Street Geofoam Array
60.0
70.0
80.0
Pa)
Sta. 25+315, Level 0Sta. 25+347, Level 0Sta. 25+315, Level 6Sta. 25+347, Level 5
Sta. 25+315, Level 9
30 0
40.0
50.0
60.0
Pres
sure
(kP Sta. 25+347, Level 8
LEVEL 4
LEVEL 6
0 0
10.0
20.0
30.0
LEVEL 0
LEVEL 2
0.0
1/20
/99
3/21
/99
5/20
/99
7/19
/99
9/17
/99
11/1
6/99
1/15
/00
3/15
/00
5/14
/00
7/13
/00
9/11
/00
11/1
0/00
1/9/
01
3/10
/01
5/9/
01
7/8/
01
9/6/
01
11/5
/01
DateDate
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Geofoam Conclusions
1. Geofoam fills are performing as expected with no major issues.
2 A i l 1 i l i d d i2. Approximately 1 percent vertical strain occurred during construction.
a. Strain due to seating and compression of geofoam.
b. This strain can damage rigid connections.
3. Approximately 0.2 percent creep strain (15 mm) has occurred in a 2-year post construction period.
4. The vertical stress distribution that develops in a geofoam wedge fill is complex, but generally diminishes with depth.p , g y p
5. Pressure cell measurements suggest that approximately 45 kPa of vertical stress has developed in the center of the geofoam mass. This is approximately 50 percent of the compressive strength of theThis is approximately 50 percent of the compressive strength of the geofoam.
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Geofoam Conclusions (cont.)
6. Creep strain will be relatively small for dead loads that are less than 50 percent of the compressive strength.than 50 percent of the compressive strength.
7. Creep strain in a 10 year post-construction period is expected to be 0.25 to 0.3 percent (18 to 21 mm).
8. Transition zones with the MSE wall need to be designed carefully to minimize differential settlement in the transition zone
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Lime Cement Stabilized Soil
Auger / Mixer for Limeand Cement
Lime Cement Column Rig 125 kg/m3 15% lime 85% cement
M = 30 Mpa (design); Su 300 to 400 kPa
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Lime Cement Treatment Area
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Lime Cement Column Installation Pattern
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Lime Cement Column Installation X-Section
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1-Stage MSE Wall Construction
Finished MSE wall
1-stage MSE placed over columns
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Lime Cement Column Array
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Objectives of Lime Cement Column Array
1. Determine the Primary Consolidation1. Determine the Primary Consolidation2. Measure the Primary Settlement in the Treated Area
and at adjacent structure3. Measure the Secondary Settlement over 10 yr. Period4. Determine the Modulus of Treated Area versus
Untreated Ground5. Measure the Shear Strength of the Treated Ground6 M d l th C t ti d L T D f ti6. Model the Construction and Long-Term Deformation
Behavior
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Pressure and Settlement Cells at Lime Cement Column Array
Pressure and Settlement CellsAtop ColumnAtop Column
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Horizontal Inclinometers
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Borehole Magnetic Extensometer
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Fill Height vs. Load on Lime Cement Columns
14
7/24/98 11/1/98 2/9/99 5/20/99 8/28/99 12/6/99 3/15/00 6/23/00 10/1/00 1/9/01 4/19/01 7/28/01 11/5/01Date
(m)
02468
101214
ill H
eigh
t (
Fill 2
Fill 1
0
0F
Stress ratio = 10:1
100
200
300ure
(kPa
)
PC1 (offcolumn)
PC2 (on400
500
600
Pres
su PC2 (oncolumn)
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Inclinometer Measurements at LCC Array
00 5 10 15 20 25 30 35 40
Meters into Embankment (Inc 302)
10/10/9810/22/98
Date
010203040
10/22/9811/16/9811/23/9812/1/9812/8/9812/16/9850
607080(m
m)
12/16/9812/30/981/22/992/25/993/26/99
90100110120130
Settl
emen
t 5/3/995/27/997/8/998/16/999/15/99130
140150160170
11/2/9912/29/992/3/006/1/006/8/2000
180190
6/8/200010/3/003/22/01
Wall face
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Ground Settlements at LCC Array(July 98 to November 01)
0204060m
m)
Ftg 1Ftg 2Inc 1Inc 2LC1
80100120140160Se
ttlem
ent (
m
LC2LC3LC4LC5LC6
160180200
LC7LC8
10 LC9
Wallface
-10
0
10
mm
)
LC9LC10LC11LC12LC13LC14
20
30
40Sett
lem
ent (
m LC14LC15LC16LC17LC18LC19S b ildi
50
60
LC19LC20LC21
S. building
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Magnetic Extensometer Measurement
23 cm of settlement at magnet extensometer23 cm of settlement at magnet extensometerlocation w/ 12 cm of settlement below columninstallation depth
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Horizontal Displacements from VerticalInclinometer
Max. = 4 cm
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LCC Construction Performance
1. Primary Consolidation Settlement was reduced from about 1.0m to 0.2 m at LCC array.
2. Construction Settlement of about 18 cm occurred at MSE wall face.
3 Construction Settlement of about 3 to 4 cm occurred at nearby3. Construction Settlement of about 3 to 4 cm occurred at nearby bldg.
4. Lateral Displacement of about 4 cm occurred at wall face.
5. Column is carrying about 10 times the stress as the adjacent untreated ground.
6 I t ll ti t d t b i ith W t h6. Installation rates and cost became an issue with Wasatch Constructors and this technology was only used at one location.
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Long-Term Array Locations
Location TypeI 80 @ 300 W MSE W ll Li C t C lI-80 @ 300 W. MSE Wall on Lime Cement ColumnsI-15 @ 3300 S. Geofoam Wall (Creep & Load)I-15 @ 3500 S. MSE Wall (Deformation & Settlement)I 15 @ 200 S MSE W ll (S ttl t)I-15 @ 200 S. MSE Wall (Settlement)I-15 @ S. Univ. Embankment (Settlement)I-80 @ W. Temple MSE Wall (Lt. Weight Backfill)I-15 @ 800 S. Geofoam (Lateral Earth Pressure)I-15 @ 100 S. Geofoam (Differential Icing)I-15 @ 2100 S. Embankment (Settlement)I-15 @ 400 S. Embankment (Settlement)