s40_case study rapid embankment construction of us 17 bypass interchange over soft compressible...

7/29/2019 S40_Case Study Rapid Embankment Construction of US 17 Bypass Interchange Over Soft Compressible Soils Using Lightweight Aggregate, Myrtle Beach, South Carolina_LTC20

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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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PROJECTOVERVIEW


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Project LocationMyrtle Beach, SC


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Project Location


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Project Site

US17 Bypass

East

N. Myrtle BeachMurrels Inlet

SC 707


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Relieve growing traffic congestion

Provide a facility to handle future

development and growth

Construct a safe, signature projectfor 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 140225

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

AirportInterchange


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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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DESIGNREQUIREMENTS


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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



AASHTO LRFD Design

Strength Limit State

Service Limit State



Performance Based Design

Service Limit State




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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) faultsource

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 numerousbusinesses

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
http://www.canstockphoto.com/file_view.php?id=5654193


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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 Requirements3.5 years

Project

Constraints


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GEOTECHNICALCHALLENGES


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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-

mslPee 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 SlopeInstability (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

Lets 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 Magnitudeof Settlement

Prefabricated Vertical Drain (PVD) / GranularSurcharges Increase Rate of Settlement andFacilitate Rapid Construction

Deep Soil Mixing Improve Seismic Slope Stabilityand Bridge Abutment Foundation Performance

Mechanically Stabilized Earth (MSE) Walls 2-Stage and 3-Stage MSE Wall Construction

Vertical Slip Joints

Geotechnical

Design Approach

Granular Surcharge &


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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

NormalWeight

Normal

Weight

Lightweight

Aggregate


Lightweight Aggregate Borrow

Li ht i ht A t B


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(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

il i i l


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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 DSMLongitudinal DSM Longitudinal DSM

Deep Soil Mixing Columns(Overlap Block Pattern)

D S il Mi i


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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.

10Fe

etMin.

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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CONSTRUCTIONSEQUENCE

P j t C t ti St


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Ramp BStage 2

Ramp DStage 3

Bridge Approach EmbankmentStage 4

Project Construction Stages

(North Abutment 252+01)

Bridge Abutment Construction


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(North Abutment End Bent 7)


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HP 14x117

22 Piles/row

30 Feet

DSM-LCCBlock Type

Pattern MSE Wall Leveling Pad

PVD

(Wick Drains)

MSE Wall Concrete

Panel Facing

Bridge Wing Wall Vertical Slip Joints



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LIGHTWEIGHT

AGGREGATEBORROW

PROPOSED



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Lightweight Aggregate Borrow(Proposed New Material)



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(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

%Passing

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 " " 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 AggregateDensity 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


Borrow Material

Design Team Performed a Redesign

Reduced the Lightweight Quantity by15%

Saved Horry County $2 Million




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COMPACTIONVERIFICATION



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Interparticle Moisture

Interparticle Voids

Particle Absorbed Moisture

Particle Pore Voids

Particle Ceramic Solids


Compaction Verification Challenges

C i C l


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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

Test Section #2


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Test Section #2 - Evaluate Compaction ControlMethods

Compaction Control - 1 Cu. Ft. Steel Box,

Calibrated Nuclear Density Gauge, Sand Cone,and EDG.

Test Section #2

Compaction Control

Test Section #2


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SC = Sand ConeNG = Nuclear Gauge

EDG = Electric Density Gauge

STB = Steel Test Box

EDG-1

Compacted

Lightweight

Aggregate

BorrowMC-3

STB

EDG-2SC-1

SC-2

SC-3

MC = Hot Plate & Oven Moisture ContentMT = 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-3MT-4

MTB-1MT-5 MT-6

MT-7 MT-8MTB-2

MTB-3

Test Section #2

Field Testing Set

Test Section #2


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Test Section #21 Cu. Ft Steel Box (Control Test)

Test Section #2


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Test

SetMoisture 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

4Added Water - 2 Passes Scarify & Compact

3 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

Compaction Control


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Compaction Control

Calibrated Nuclear Gauge


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LIGHTWEIGHT

AGGREGATE

SUPPLY & DELIVERY

Big River Industries


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Big River IndustriesLivingston, AL Myrtle Beach, SC



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Big River Industries500 Mile Radius Livingston, AL

Livlite


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Livlite




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Pre-conditioning



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g g gg g

Pre-conditioning

Ramp B Construction


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CONSTRAINTS

Ramp B ConstructionPre-conditioned Lightweight Aggregate

Ramp B Construction


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CONSTRAINTS

pPre-conditioned Lightweight Aggregate


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GEOTECHNICALINSTRUMENTATION

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


VW Magnetic Extensometers


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Spider MagnetPre-Assembled ME Telescoping Section

VW Magnetic Extensometers

Instrumentation Results


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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

Elevation(feet)

Settlement (Inches)

12/1/2011

12/7/2011

12/14/2011

12/19/2011

12/21/2011

12/27/2011

12/29/2011

1/4/20121/12/2012

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

EmbankmentH

eight(Feet)

Days

Embankment

HeightTop of LWF

Datum Magnet

SA-1

SA-2

Settlemen

t(Inches)

ME Extensometers

VW Piezometers


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VW Piezometers

Instrumentation Results


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VW Piezometers

Settlement Plates


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Settlement Plates

VW Settlement Sensors


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VW Settlement Sensors

VW Settlement Sensor


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Data Collection

Automated Data Collection


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VW Data

Collection

Logger

VW

Settlement

Sensors

VW

Piezometers Engineer

Internet

Power Source

(Solar Power)

Database

ServerCellular Phone

VW Device

Connection

Board

VW Data Collection Center

Automated Data Collection

VW Device Connections


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VW Devices connected to 16-channel Board

VW Device Connections

Data Collection Center


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iSite Logger with Solar Controller

Charging Battery

Inside DCC Enclosure

& Solar Panel

Data Collection Center

X-Section End Bent 1


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(South Bridge Abutment, 237+50)

Settlement Transverse Profile


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Ramp A

(South Bridge Abutment 237+83)

Ramp A


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Settlement Measurements

2-12-2011

Embankment

Construction

Finished

2-14-2012

Surcharge

Removed

-6

-5

-4

-3

-2

-10

1

2

3

4

5

6

7

8

9

10

11

12

13

14

0 714

21

28

35

42

49

56

63

70

77

84

91

98

105

112

119

126

133

140

147

154

161

168

175

182

189

196

203

210

217

224

231

238

EmbankmentHe

ight(Feet)

Days Since VWSS Installed

US-17 Bypass

Settlement Sensor A-VWSS-2

Embankment Height

Lightweight Fill Height

SS Reading No. 1- 5:00




Settlement



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Ramp C

(South Bridge Abutment 237+83)

Ramp C


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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

0 714

21

28

35

42

49

56

63

70

77

84

91

98

105

112

119

126

133

140

147

154

161

168

175

182

189

196

203

210

217

224

EmbankmentH

eight(Feet)


Embankment Height



SS Reading No. 2-

11:00

Settlement(Inches)

X-Section End Bent 7


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(North Bridge Abutment, 250+26)



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Ramp B

(North Bridge Abutment - 250+26)

Ramp B


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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

0 714

21

28

35

42

49

56

63

70

77

84

91

98

105

112

119

126

133

140

147

154

161

168

175

182

189

196

203

210

217

224

231

238

245

252

259

266

Embankment

Height(Feet)


Settlement Sensor

Embankment Height


SS Reading No. 1 - 5:0:0




Settlement




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Ramp D

(North Bridge Abutment - 250+26)

Ramp D


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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

1011

12131415161718192021222324

0 14 28 42 56 70 84 98 112 126 140 154 168 182

EmbankmentH

eight(Feet)


Embankment

HeightLightweight Fill

HeightSS Reading No. 1-

5:00SS Reading No. 2-

12:00SS Reading No. 3-

19:00

Settlement


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PROJECTCONSTRUCTION

Traffic Control Stage 2


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MSE Walls

Lightweight Aggregate Borrow Material

2, and 3 Granular Surcharge (Normal Weight)3 and 4 Triangular Spacing PVD


Ramp BRamp A




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Ramp A Construction

US 17 Bypass NB



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Ramp B Construction

US 17 Bypass NB

Construction Ramp A & B


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(PVD Installation)

Construction Ramp A & B


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(PVD Installation)

Construction Ramp A & B(MSE W ll E b k C i )


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(MSE Wall Embankment Construction)

Construction Ramp A & B( ll b k )


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(MSE Wall Embankment Construction)

Sloped Lightweight

A t E b k t


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2 Feet Thick Cover of Borrow

Silty or Clayey Soil Materials


Borrow Material

4 Feet Long Biaxial Geogrids

Placed on 2 Feet Vertical

Spacing

Aggregate Embankment

Sloped Lightweight

A t E b k t


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Aggregate Embankment



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Ramp C

Ramp D

MSE Walls


1, 2, and 4 Granular Surcharge (Normal Weight)3 and 4 Triangular Spacing PVD


g

Traffic Control Stage 3(R A & B C l t d)


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Constructed Ramps A/B

(Completed Stage 2)

Existing NB= Stage 3 SBRamps C/D UnderConstruction -Stage 3

(Ramps A & B Completed)

Traffic Control Stage 3(R A & B C l t d)


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Traffic on Ramp A

Existing NB = Stage 3 SB

(Ramps A & B Completed)

Construction Ramp C


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Traffic on Ramp C

p

US 17 Bypass SB

Construction Ramp C


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Traffic on Ramp C

p

US 17 Bypass SB

Construction Ramp C


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Ramp D

US 17 Bypass SB

Construction Ramp D


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Traffic on Ramp B

Ramp D



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South Bridge Approach North Bridge ApproachBackgate Bridge

MSE Walls


1, 2, and 3 Granular Surcharge (Normal Weight)

3 Triangular Spacing PVD


Bridge Abutment DSM

(South 30 x 133 x 50deep North 30 x 141 x 70deep )

Longitudinal DSM (South 5 Wide / North 8 Wide)


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CLOSING

Project Status


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Project Status

Preliminary Engineering: 2008 - 2009

Right of Way Acquisition: 2009 - 2011

Construction: 2011 2014

Approximately 33% complete

UnderConstruction


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Construction

Traffic Stage 3 Ramps C/D have been

constructed and will be ready to be paved in the

near future

Traffic Stage 4Scheduled to Start April 2013

Deep Soil Mixing : Test Section / Test Pile / Production

Bridge Abutment Foundation Construction

Construct Bridge Approach Embankment & MSE Walls

Closing


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Geotechnical techniques are speeding upconstruction

Positive feedback regarding construction traffic

congestion and shifts Estimated project completion: Fall 2014

Project Cost $75.8 Million

g

Thank You


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Thank You

Any Questions?

s40_case study rapid embankment construction of us 17 bypass interchange over soft compressible...

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