louisiana transportation conference study rapid... · geotechnical design and construct techniques...
TRANSCRIPT
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Case Study: Rapid Embankment Construction of US 17 Bypass Interchange Over Soft Compressible Soils
Using Lightweight Aggregate Myrtle Beach, South Carolina
Ed Tavera, PE Jeff Speck, PE
February 17 - 20, 2013
Presented By:
Louisiana Transportation Conference
Big River Industries, Inc.
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• Project Overview & Design Requirements
• Project Constraints
• Geotechnical Challenges
• Rapid Embankment Construction
• Lightweight Aggregate Borrow Proposed
• Compaction Verification
• Lightweight Aggregate Supply & Delivery
• Automated Geotechnical Instrumentation & Results
• Project Construction Pictures
• Closing
Presentation Agenda
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PROJECT OVERVIEW
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Project Location Myrtle Beach, SC
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Project Location
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Project Site
US17 Bypass
East
N. Myrtle Beach Murrels Inlet
SC 707
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• Relieve growing traffic congestion
• Provide a facility to handle future development and growth
• Construct a safe, signature project for the stakeholders (Horry County, SC)
Purpose
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US 17 Bypass
Farrow Parkway
SC 707
Ramp C
Ramp A
Ramp D
Ramp B
Project Layout
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Proposed Interchange
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175’ 225’ 300’ 175’ 140’ 225’
Bridge Span Lengths (Bridge Length 1,240 Feet)
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Bridge Aesthetic Features
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Bridge Features Interior Bent Cap Extensions
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Retaining Wall Features (Rendering)
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Wall Features
Columbia International Airport Interchange
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• Local Funding - led to higher expectations for project completion
• Heavy traffic volumes necessitated accelerated construction
• Elimination of long settlement waiting period
– Led to innovative geotechnical design and construct techniques
Schedule
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DESIGN REQUIREMENTS
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AASHTO LRFD Design • Strength Limit State • Service Limit State • Extreme Event I Limit State (Seismic) • Extreme Event II Limit State (Collision)
Design Requirements
Performance Based Design
• Service Limit State
• Extreme Event I Limit State (Seismic)
• Extreme Event II Limit State (Collision)
AASHTO LRFD Design • Strength Limit State • Service Limit State • Extreme Event I Limit State (Seismic) • Extreme Event II Limit State (Collision)
Performance Based Design
• Service Limit State
• Extreme Event I Limit State (Seismic)
• Extreme Event II Limit State (Collision)
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US Earthquakes 1705 - 1996 Seismic Hazard
1886 Charleston Earthquake
MW 7.3
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• Charleston fault zone (“Woodstock” fault) and the “Zone of River Anomalies” (ZRA) fault source
• Moment magnitude from 7.0 to 7.5.
• 1886 Charleston Earthquake
SC Seismic Hazard
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SC Seismic Hazard
FEE PGA 0.06g @ B/C Boundary
SEE PGA 0.24g @ B/C Boundary
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• Safety Evaluation Earthquake (SEE), ground shaking having a 3% probability of exceedance in 75 years (2,500 year return period) PGA = 0.39g
• Functional Evaluation Earthquake (FEE), ground shaking having a 15% probability of exceedance in 75 years (500 year return period) PGA = 0.13g
Extreme Event I Limit State SC Design Earthquakes
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PROJECT CONSTRAINTS
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• High existing traffic volume
• No lane closures during summer months
• Maintaining access to numerous businesses
Traffic Control
• Complex construction traffic control plan • 8 proposed stages of construction • Maintain existing number of lanes • Temporary pavement • Multiple traffic shifts • Temporary alignments • Detour routes
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• Traffic Control – Maintain Existing Number of Lanes & Access to Numerous Business
• Embankment Construction – Traffic Control Stages 2, 3, and 4
• Project Geometry and Layout
– Existing Alignment
– Limited R/W
• Limited Construction Staging Areas
• Construction Time Requirements – 3.5 years
Project Constraints
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GEOTECHNICAL CHALLENGES
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Fantasy Harbour
US 17/SC 707 (Backgate)
2 Miles Away!
Myrtle Beach, SC Regional Experience
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• 2 Miles North of US 17 /SC 707 Interchange
• New Alignment
• Bridge Over the Atlantic Intracoastal Waterway
• 3.1 Miles Roadway Approaches and Bridge
Fantasy Harbour
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Fantasy Harbour West Abutment Subsurface Soils
SB2 RB-24 RB-25 RB-27 SB1 RB-28 RB-29
0 ft-msl
-50 ft-msl
Pee Dee Formation
Very soft to medium CLAYs (CL/CH)
Very loose to medium SANDs (SP/SC/SM)
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Fantasy Harbour East Abutment Subsurface Soils
RB-13 SB6 SB1 RB-11 RB-16 SB2-A
SB3-A
SB5
0 ft-msl
-50 ft-msl
Very loose to medium SANDS (SP/SM/SC
Pee Dee Formation
Very soft to medium CLAYs (CL/CH)
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• 10’ – 42’ Embankment, Settlement 9” to 67”
• Liquefaction – Loose Sands • Embankment Slope
Instability (Static/Seismic)
Fantasy Harbour Geotechnical Experience
• Ground Improvement!!! • 2 Year Embankment Construction Contract • 2-3 Year Bridge Construction Contract
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North Bridge Approach
South Bridge Approach
Let’s Return To US 17/ SC707 Interchange (Backgate)
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South Bridge Approach Subsurface General Profile
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North Bridge Approach Subsurface General Profile
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• 30’ to 60’ - Soft to Firm Clay
• Pockets of Loose Sands in upper 10’
• Intermediate Medium Sands (253+00 to 256+00)
• Loose Sands above Dense Sands (Liquefiable)
• Pee Dee Formation
Geotechnical Challenges
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Bridge Abutment Settlement (Normal Weight Fill 120 pcf)
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• Poor Site Subgrade (2’ – 3’ Bridging Required)
• Excessive Settlement – (Total & Differential)
• Static Slope Embankment Instability/Bearing
• Seismic Slope Embankment Instability (Liquefaction)
Geotechnical Challenges
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RAPID EMBANKMENT CONSTRUCTION
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Geotechnical Challenges
Project Constraints
Rapid Embankment Construction
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• Settlement – Total & Differential
• Embankment Slope Instability / Bearing (Static/Seismic)
• Bridge Abutment Foundation Performance - Extreme Event I and II Limit States
• MSE Wall Construction Over Soft Soils
Geotechnical Key Design Issues
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• Lightweight Aggregate Borrow – Reduce Magnitude of Settlement
• Prefabricated Vertical Drain (PVD) / Granular Surcharges – Increase Rate of Settlement and Facilitate Rapid Construction
• Deep Soil Mixing – Improve Seismic Slope Stability and Bridge Abutment Foundation Performance
• Mechanically Stabilized Earth (MSE) Walls
2-Stage and 3-Stage MSE Wall Construction
Vertical Slip Joints
Geotechnical Design Approach
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Granular Surcharge Properties: • = 32 degrees • Unit Weight: 125 pcf
Granular Surcharge
Lightweight Aggregate
Borrow Material
Lightweight Aggregate Properties: • = 40 degrees • Short Term Unit Weight: 60 pcf • Long Term Unit Weight: 70 pcf • MSE Wall Backfill Properties
½ Normal Weight
Normal Weight
Lightweight Aggregate
Granular Surcharge & Lightweight Aggregate Borrow
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Lightweight Aggregate Borrow (Rotary Kiln Produced)
226,000 CY
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3 Million LF
PVD Installation
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PVD
PVD Triangular Installation Pattern
PVD
S
2’ Drainage Sand Layer
Geotextile Separator Fabric
s = 3’ and 4’
PVD Installation
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Predrilling PVD Installation 309,000 LF
PVD Installation Obstructions!!!
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Permanent MSE Walls • Two-Stage Construction • Three-Stage Construction (w/Drainage Structures)
Temporary MSE Walls (Welded Wire Mesh Facing)
30,500 SF
51,500 SF
MSE Walls
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• Seismic Slope Stabilization – Shear Key • Improved Performance of Bridge Abutment Foundations • 2013
35,600 CY
Deep Soil Mixing Columns (Overlap – Block Pattern)
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Bridge Abutment DSM Longitudinal DSM Longitudinal DSM
Deep Soil Mixing Columns (Overlap – Block Pattern)
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Legend
Test Lime-Cement Columns (Test LCC)
DSM-LCC Test Section 1
(Block Type Pattern)
DSM-LCC Test Section 2
(Single Line Pattern)
10 Feet Min.
10
Fe
et M
in.
Test LCC No. 1 2 3 4
Test Pile 1 (HP 14x117)
Test LCC Sampling Quadrants
1
2
4
3
Deep Soil Mixing Test Sections
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CONSTRUCTION SEQUENCE
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Ramp B Stage 2
Ramp D Stage 3
Bridge Approach Embankment Stage 4
Project Construction Stages (North Abutment 252+01)
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Bridge Abutment Construction (North Abutment – End Bent 7)
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HP 14x117 22 Piles/row
30 Feet
DSM-LCC Block Type Pattern MSE Wall Leveling Pad
PVD (Wick Drains)
MSE Wall Concrete Panel Facing
Bridge Wing Wall Vertical Slip Joints
Bridge Abutment Construction
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LIGHTWEIGHT AGGREGATE
BORROW PROPOSED
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Lightweight Aggregate Borrow (Proposed New Material)
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Lightweight Aggregate Borrow (Rotary Kiln Produced)
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0
10
20
30
40
50
60
70
80
90
100
0.0100.1001.00010.000100.0001000.000
% P
assi
ng
Grain Size (mm)
LWF Min
LWF Max
713 Min
713 Max
BR Min
BR Max
LWA (S15922)
Section 713 MSE Wall
Big River Proposed Lightweight Aggregate
1 ½" ¾" 3/8" # 4 # 100 # 40 # 30 # 200
Grain Size Curve
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Lightweight Aggregate Borrow Soil Properties (Item 2033020)
Soil Properties SCDOT Specified Proposed
Minimum: Dry Unit Weight, gDry (pcf) 55 43*
Maximum: Dry Unit Weight, gDry (pcf) 60 45**
Minimum: Wet Unit Weight, gWet (pcf) 60 55**
Maximum: Wet Unit Weight, gWet (pcf) 70 60**
* 95% Maximum Density **Estimated based on laboratory testing submitted by Big River Industries
Lightweight Aggregate Density Properties
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• Higher Fines Content
• Lower Dry Unit Weight
• Total Unit Weight 15% Less Than Designed
• High Absorption
• Gradation – Coarse Sand Vs. Aggregate
• Compaction Verification Required by SCDOT
Lightweight Aggregate Borrow (Proposed New Material Differences)
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Test Section #1 (Dry)
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Test Section #1 (Wet)
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Granular Surcharge
Granular Backfill
Lightweight Aggregate
Borrow Material
• Design Team Performed a Redesign
• Reduced the Lightweight Quantity by 15%
• Saved Horry County $2 Million
Granular Surcharge & Lightweight Aggregate Borrow
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COMPACTION VERIFICATION
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Interparticle Moisture
Interparticle Voids
Particle Absorbed Moisture
Particle Pore Voids
Particle Ceramic Solids
Lightweight Aggregate Borrow Compaction Verification Challenges
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• Laboratory Compaction Curves
• Target 95% Max Dry Density = 43 pcf
• Moisture Content Varied Significantly for the same Dry Density
Compaction Control
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• Test Section #2 - Evaluate Compaction Control Methods
• Compaction Control - 1 Cu. Ft. Steel Box, Calibrated Nuclear Density Gauge, Sand Cone, and EDG.
Test Section #2 Compaction Control
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SC = Sand Cone NG = Nuclear Gauge EDG = Electric Density Gauge STB = Steel Test Box
EDG-1
Compacted Lightweight Aggregate
Borrow MC-3
STB
EDG-2 SC-1
SC-2
SC-3
MC = Hot Plate & Oven Moisture Content MT = Moisture Tester MTB = Moisture Tester in Steel Box
MC-1 MC-2
EDG-3
NG-1
NG-2
NG-3
MT-1
MT-2
MT-3 MT-4
MTB-1 MT-5 MT-6
MT-7 MT-8 MTB-2
MTB-3
Test Section #2 Field Testing Set
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Test Section #2 1 Cu. Ft Steel Box (Control Test)
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Test
Set Moisture Added Process Compaction Effort
1 As delivered Compact 3 passes with vibratory roller
2 No Water Added Scarify & Compact 4 passes with a vibratory roller
3
Added Water - 1 Pass Scarify & Compact 8 passes with a walk behind
vibratory flat plate compactor
4 Added Water - 2 Passes Scarify & Compact 3 passes with a vibratory roller
5 No Water Added Scarify & Compact 4 passes with a vibratory roller
6 No Water Added Scarify & Compact 8 passes with a vibratory roller
7
Added Water- 2.5 Passes
(Saturated) Scarify & Compact
3 passes with a vibratory roller
Test Section #2 Field Testing Sets
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Test Section #2
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Compaction Control Calibrated Nuclear Gauge
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LIGHTWEIGHT AGGREGATE
SUPPLY & DELIVERY
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Big River Industries Livingston, AL – Myrtle Beach, SC
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Big River Industries 500 Mile Radius – Livingston, AL
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Livlite Big River Industries
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Lightweight Aggregate Borrow Pre-conditioning
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Lightweight Aggregate Borrow Pre-conditioning
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CONSTRAINTS
Ramp B Construction Pre-conditioned Lightweight Aggregate
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CONSTRAINTS
Ramp B Construction Pre-conditioned Lightweight Aggregate
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GEOTECHNICAL INSTRUMENTATION
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Settlement Monitoring • 4 Magnetic Extensometer • 10 Settlement Plates • 12 VW Settlement Sensors • 17 VW Piezometers • 2 VW Data Collection Centers
Slope Stability • 6 Slope Inclinometers
Geotechnical Instrumentation
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Spider Magnet Pre-Assembled ME Telescoping Section
VW Magnetic Extensometers
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-70
-60
-50
-40
-30
-20
-10
0
10
20
-10.0-9.0-8.0-7.0-6.0-5.0-4.0-3.0-2.0-1.00.01.0
Ele
vati
on
(fe
et)
Settlement (Inches)
12/1/2011
12/7/2011
12/14/2011
12/19/2011
12/21/2011
12/27/2011
12/29/2011
1/4/2012
1/12/2012
1/18/2012
1/25/2012
2/1/2012
12-22-2011 Embankment Construction
Finished
-8
-7
-6
-5
-4
-3
-2
-1
0
1
2
3
4
5
6
7
8
9
10
11
12
0 7 14 21 28 35 42 49 56 63 70
Emb
ankm
en
t H
eig
ht
(Fe
et)
Days
EmbankmentHeightTop of LWF
Datum Magnet
SA-1
SA-2
Sett
lem
en
t (I
nch
es)
Instrumentation Results ME Extensometers
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VW Piezometers
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Instrumentation Results VW Piezometers
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Settlement Plates
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VW Settlement Sensors
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VW Settlement Sensor Data Collection
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VW Data Collection
Logger
VW Settlement
Sensors
VW Piezometers Engineer
Internet
Power Source (Solar Power)
Database Server
Cellular Phone
VW Device Connection
Board
VW Data Collection Center
Automated Data Collection
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VW Devices connected to 16-channel Board
VW Device Connections
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iSite Logger with Solar Controller Charging Battery
Inside DCC Enclosure & Solar Panel
Data Collection Center
![Page 92: Louisiana Transportation Conference Study Rapid... · geotechnical design and construct techniques Schedule . DESIGN ... •Deep Soil Mixing ... Settlement Sensor A-VWSS-2](https://reader034.vdocuments.us/reader034/viewer/2022042800/5a72718c7f8b9abb538d86cb/html5/thumbnails/92.jpg)
X-Section End Bent 1 (South Bridge Abutment, 237+50)
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Ramp A
Settlement Transverse Profile (South Bridge Abutment – 237+83)
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Ramp A Settlement Measurements
2-12-2011 Embankment Construction
Finished
2-14-2012 Surcharge Removed
-6
-5
-4
-3
-2
-1
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
0 7
14
21
28
35
42
49
56
63
70
77
84
91
98
10
5
11
2
11
9
12
6
13
3
14
0
14
7
15
4
16
1
16
8
17
5
18
2
18
9
19
6
20
3
21
0
21
7
22
4
23
1
23
8
Emb
ankm
en
t H
eigh
t (F
eet)
Days Since VWSS Installed
US-17 Bypass Settlement Sensor A-VWSS-2
Embankment Height
Lightweight Fill Height
SS Reading No. 1- 5:00
SS Reading No. 2- 12:00
SS Reading No. 3- 19:00
SS Reading No. 4- 23:00
Sett
lem
en
t
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Ramp C
Settlement Transverse Profile (South Bridge Abutment – 237+83)
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Ramp C Settlement Measurements
9-13-2012 Emankment Construction Finished
12-14-2012 Surcharge Removed
-3
-2
-1
0
1
2
3
4
5
6
7
8
9
10
11
12
13
0 7
14
21
28
35
42
49
56
63
70
77
84
91
98
10
5
11
2
11
9
12
6
13
3
14
0
14
7
15
4
16
1
16
8
17
5
18
2
18
9
19
6
20
3
21
0
21
7
22
4
Emb
ankm
en
t H
eigh
t (F
eet)
Days Since VWSS Installed
Embankment Height
Lightweight Fill Height
SS Reading No. 1- 5:00
SS Reading No. 2-11:00
Sett
lem
en
t (I
nch
es)
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X-Section End Bent 7 (North Bridge Abutment, 250+26)
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Ramp B
Settlement Transverse Profile (North Bridge Abutment - 250+26)
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12-22-2011 Embankment Construction
Finished
4-10-2012 Surcharge Removal
-12
-11
-10
-9
-8
-7
-6
-5
-4
-3
-2
-1
0
1
2
3
4
5
6
7
8
9
10
11
12
0 7
14
21
28
35
42
49
56
63
70
77
84
91
98
10
5
11
2
11
9
12
6
13
3
14
0
14
7
15
4
16
1
16
8
17
5
18
2
18
9
19
6
20
3
21
0
21
7
22
4
23
1
23
8
24
5
25
2
25
9
26
6
Emb
ankm
en
t H
eigh
t (F
eet)
Days Since VWSS Installed
Settlement Sensor
Embankment Height
Lightweight Fill Height
SS Reading No. 1 - 5:0:0
SS Reading No. 2 - 12:0:0
SS Reading No. 3 - 19:0:0
SS Reading No. 4 - 23:0:0
Sett
lem
en
t
Ramp B Settlement Measurements
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Ramp D
Settlement Transverse Profile (North Bridge Abutment - 250+26)
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Ramp D Settlement Measurements
10-26-2012 Emankment
Construction Finished
2-5-2013 Surcharge Removed
-14-13-12-11-10
-9-8-7-6-5-4-3-2-10123456789
101112131415161718192021222324
0 14 28 42 56 70 84 98 112 126 140 154 168 182
Emb
ankm
en
t H
eigh
t (F
eet)
Days Since VWSS Installed
EmbankmentHeightLightweight FillHeightSS Reading No. 1-5:00SS Reading No. 2-12:00SS Reading No. 3-19:00
Sett
lem
en
t
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PROJECT CONSTRUCTION
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• MSE Walls • Lightweight Aggregate Borrow Material • 2’, and 3’ Granular Surcharge (Normal Weight) • 3’ and 4’ Triangular Spacing PVD • Geotechnical Instrumentation
Ramp B Ramp A
Traffic Control Stage 2
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Traffic Control Stage 2
Ramp A Construction
US 17 Bypass NB
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Traffic Control Stage 2
Ramp B Construction
US 17 Bypass NB
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Construction Ramp A & B (PVD Installation)
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Construction Ramp A & B (PVD Installation)
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Construction Ramp A & B (MSE Wall Embankment Construction)
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Construction Ramp A & B (MSE Wall Embankment Construction)
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2 Feet Thick Cover of Borrow Silty or Clayey Soil Materials
Lightweight Aggregate Borrow Material
4 Feet Long Biaxial Geogrids Placed on 2 Feet Vertical Spacing
Sloped Lightweight Aggregate Embankment
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Sloped Lightweight Aggregate Embankment
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Ramp C Ramp D
• MSE Walls • Lightweight Aggregate Borrow Material • 1’, 2’, and 4’ Granular Surcharge (Normal Weight) • 3’ and 4’ Triangular Spacing PVD • Geotechnical Instrumentation
Traffic Control Stage 3
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Constructed Ramps A/B (Completed – Stage 2)
Existing NB = Stage 3 SB
Ramps C/D Under Construction -Stage 3
Traffic Control Stage 3 (Ramps A & B Completed)
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Traffic on Ramp A
Existing NB = Stage 3 SB
Traffic Control Stage 3 (Ramps A & B Completed)
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Traffic on Ramp C
Construction Ramp C
US 17 Bypass SB
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Traffic on Ramp C
Construction Ramp C
US 17 Bypass SB
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Ramp D
Construction Ramp C
US 17 Bypass SB
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Traffic on Ramp B
Ramp D
Construction Ramp D
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South Bridge Approach North Bridge Approach Backgate Bridge
• MSE Walls • Lightweight Aggregate Borrow Material • 1’, 2’, and 3’ Granular Surcharge (Normal Weight) • 3’ Triangular Spacing PVD • Geotechnical Instrumentation • Bridge Abutment DSM (South 30’ x 133’ x 50’deep – North 30’ x 141’ x 70’deep ) • Longitudinal DSM (South 5’ Wide / North 8’ Wide)
Traffic Control Stage 4
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CLOSING
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Project Status
• Preliminary Engineering: 2008 - 2009
• Right of Way Acquisition: 2009 - 2011
• Construction: 2011 – 2014
– Approximately 33% complete
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Under Construction
• Traffic Stage 3 – Ramps C/D have been constructed and will be ready to be paved in the near future
• Traffic Stage 4 – Scheduled to Start April 2013
– Deep Soil Mixing : Test Section / Test Pile / Production
– Bridge Abutment Foundation Construction
– Construct Bridge Approach Embankment & MSE Walls
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• Geotechnical techniques are speeding up construction
• Positive feedback regarding construction traffic congestion and shifts
• Estimated project completion: Fall 2014
• Project Cost $75.8 Million
Closing
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Thank You Any Questions?