i-210 interchange at cove 1 - down and...i-210 interchange at cove lane ... shallow foundation deep...

Download I-210 Interchange at Cove 1 - Down and...I-210 Interchange at Cove Lane ... Shallow Foundation Deep Foundation ... Geotechnical Investigation Influenced Design and Construction

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  • I-210 Interchange at Cove Lane A Geotechnical Perspective

    Larry D. Sant, PE

    Associate & Geotechnical Engineer

  • Overview

    Project Background

    Exploration & Geology

    Design & Construction Settlement & Stability

    MSE Walls

    Foundations

  • Project Background

  • Project Location and Need

  • North $

    Project Need

    Prien Lake

  • Fast-Track Schedule

    First Contact: Aug 2012

    Bid & Letting: Spring 2013

    Groundbreaking: Fall 2013

    Completed: Spring 2015

  • 7

    Design Concept

  • 8

  • Exploration and Geology

  • 10

    1953

  • 11

    1963

  • 12

    1968

  • 13

    1994

  • 14

    2010

  • Site Geology

  • Geotechnical Investigation 4 weeks of explorations

    40 drilled soil borings

    85 Cone Penetration Tests

    (CPTs)

    11,200 linear feet

    Large field effort 3 Drill Rigs

    2 CPT Rigs

    1 Pontoon Drill Rig

    Lab testing complete a few

    weeks after exploration

    (occur simultaneously)

  • Subsurface Explorations

    0.5 Miles

  • Subsurface Profile

  • Undifferentiated Alluvium

    Pleistocene-Era Coastal

    North

    0.5 Miles

    Exploration Results

  • Design and Construction Overview

  • Overview of Design & Construction

    North

    0.5 Miles

    Embankment

    Bridge over Canal

    Mechanically Stabilized Earth Wall

    Undifferentiated Alluvium

    Pleistocene-Era Coastal

    Shallow Foundation

    Deep Foundation

    Ground Improvement

    Settlement & Stability

    MSE Walls

    Foundations & Ground Improvement

  • Construction Sequence to Maintain Traffic

    North

    0.5 Miles

    Phase I: Northern Ramps Phase II: Eastbound Mainline

  • Construction Sequence to Maintain Traffic

    North

    0.5 Miles

    Phase I: Northern Ramps Phase II: Eastbound Mainline

    Phase III: Westbound Mainline

  • Design and Construction Settlement and Stability

  • Settlement Prediction

  • Stability Evaluation

  • Ground Line

    Planned Embankment Load

    Additional Surcharge

    Wick Drains

    28 feet

    12 feet

    16 feet

    24 weeks

    14 weeks

    Staged Loading: Embankment

  • Staged Loading: Settlement

  • 30

    Wick Drain Installation

  • 31

  • Preload and Surcharge Lifts

  • Areas of Project Design

  • Embankment Settlement

  • Design and Construction MSE Walls

  • Stability Evaluation

  • MSE Wall Construction

  • 39

  • MSE Wall Record

  • Design and Construction Foundations and Ground Improvement

  • Load Transfer Platform

    Mechanically Stabilized Earth (MSE) Wall

    Ground Line

    Deep Foundation: Driven Timber Piles

  • Pile Design

  • Pile Capacities

    Typical Timber Pile Design:

    20-25 Ton (40-50 kips)

    Project Timber Pile Design:

    60 Ton (120 kips)

    Project Concrete Pile Design: 150 Ton (300 kips)

    LRFD: Resistance Factor = 0.75

  • Deep Foundation: Driven Piles

  • 1-foot Marked Increments

    Wave Equation Analysis (WEAP)

    Pile Installation Observation

  • 49

    Static Load Tests

    3*Design Load

    LA DOTD and ASTM Method

    Static Load Test

  • 0.00

    0.10

    0.20

    0.30

    0.40

    0.50

    0.60

    0 100 200 300 400 500 600 700

    Dis

    pla

    cem

    ent

    (in

    ches

    )

    Load (kips)

    SES Measured Displacement SES Dial DisplacementUltimate Capacity 3*Design LoadDavisson Criterion

    Static Load Test Results

  • Dynamic Pile Testing

    Initial Drive and Restrike

  • 52

    Pile Driving Analysis

  • 53

    H160-1 End of Initial Drive 60 Timber Pile 14 Butt Diameter 8.25 Toe Diameter Refused at 51 penetration

    CAPWAP

  • Dynamic Test Results

    60 Timber Pile 14 Butt Diameter 8.25 Toe Diameter Refused at 51 penetration Blow Count at End of Initial

    Drive = 25 blows/4

    H160-1 End of Initial Drive

  • 55

    H160-1 End of Initial Drive H160-1 Beginning of Restrike

    25 blows/4 32 blows/1 54 Minutes Setup

  • y = 1.7823x

    0

    50

    100

    150

    200

    250

    300

    0 50 100 150 200 250 300

    Cap

    acit

    y, R

    estr

    ike

    (kip

    s)

    Capacity, End of Initial Drive (kips)

    Timber Pile Setup

  • 57

  • 59

  • Cline Canal Bridge

  • Record Keeping and Documentation

    Standard Reports - Daily Field Reports - Pile Driving Logs

    Project Specific Visual Tracking - MSE Wall

    - Pile Driving

    Communication (Summarized Daily Results)

    Statistical Analysis (Dispute Resolution)

  • Documentation

  • Pile Locations Completed

  • 64

  • Conclusions

  • Conclusions

    Aggressive Schedules Can Be Met

    Geotechnical Investigation Influenced Design and Construction (know your site conditions) Embankment Settlement

    Stability

    Driven Pile Designs

    Pile Testing Saves Budget

    Keeping Good Records Prevents Doubt and Confusion

  • 67

    Questions?

  • Questions?

  • Cypress Roots

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