S17_I-20 Mississippi River Bridge at Vicksburg Geotechnical Solutions_LTC2013

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    Observational Method in

    Geotechnical Engineering

    Robert J. Werner, P.E.

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    FAILURE PLANE

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    Design Based on Most Probable Conditions

    Identify Worse-Case Eventualities

    Develop Reliable Monitoring Plan

    Predict Monitoring Outcomes

    Establish Action Plan (In Advance)

    Monitor & Report Promptly

    Modify Design / Implement Action Plan

    Peck 1969 Ninth Rankine Lecture Advantages and Limitations of theObservational Method in Applied Soil Mechanics

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    LOUISIANA SITE

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    Design Based on Lower-Bound Conditions

    Identify Worse-Case Eventualities

    Continue Monitoring Plan

    Predict Monitoring Outcomes

    Establish Improvement Plan

    Monitor & Report

    Implement Improvement Plan if Warranted

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    Pleistocene

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    Session 67

    Wednesday 10:00-11:45

    Room 2

    Robert J. Werner, P.E.

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    I-20 & US-80 BRIDGES

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    BRIEF HISTORY

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    1929 RR BRIDGE SLOPE FAILURE

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    U.S. 80BRIDGETOWER 1

    PEDESTALS

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    FAILURE PLANE US-80 BRIDGE

    NB-10

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    NEW INCLINOMETER BORING

    IPI-10R

    IPI-10R

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    426 423 870 423 426

    W-3 W-2 W-1 E-1 E-2 E-3

    PP15 PP15E E EF F EFF F

    Suspended

    Span

    Anchor

    Span

    Simple

    Span

    Simple

    Span

    Anchor

    Span

    EastWest

    CantileverSpans

    I-20 BRIDGE MOVEMENT

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    SUMMARY OF I-20 PIER MOVEMENTS

    (in) (arc-sec) (in) (arc-sec)

    1. 1999 and 2000 Prior to 5/2001 6.00 6.50

    2. 2003 Feb2/5/2003 to

    2/6/20030.50 50 0.50 0

    3. 2005 Aug 8/2/2005 0.75 0 0.50 50

    4. 2005 Nov 11/17/2005 0.25 0 0.25 0

    5. 2006 Aug - Sep8/13/2006 to

    9/21/20060.50 50 0.75 75

    6. 2007 Sep - Dec9/21/2009 to

    12/19/20070.50 50 0.50 25

    7. 2009 Sep - Dec0/28/2009 to

    12/22/2009

    0.20 25 0.00 20

    8. 2010 Nov11/7/2010 to

    11/22/20100.20 25 0.00 10

    9. 2011 Oct10/20/2011 to

    10/24/20110.25 0 0.25 25

    10. 2012 June - Sep6/29/2012 to

    9/21/20121.25 75 1.00 75

    10.50 300 10.25 300

    Top of Pier E-1Top of Pier E-2

    Estimated Time or Time Period

    Total Movement (+/-)

    1. Prior to 5/2001

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    GENERALIZED PROFILE

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    Peak Shear Strength = 5.4

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    MOVEMENTS at I-8 (PIER E-2)

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    3/31/11 BATHYMETRY

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    SAA at I-8 (PIER E-2)

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    INCLINOMETER I-12 at PIER E-1 (2003)

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    I-12 InclinometerReading on

    March 11, 2012

    El. -63

    0.25 Additional DisplacementSince Last Reading in Oct. 2007

    Inclinometer Displacement isAbout 1/3 of Measured Topof Pier E-1 Movement

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    Calibrate Stability & Deformation ModelsBased on Measured / Observed Conditions(Over the Past 84 Years)

    Identify Worse-Case Eventualities

    Develop Improvements That Do Not AlterFundamental Site Behavior

    Predict Monitoring Outcomes

    Establish Action Plan (Warning System,Structural Modifications)

    Continue Monitoring (Real-Time)

    Implement Additional Improvements, ifWarranted

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    COMPLETE SCOUR HOLE FILLING

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    STABILIZATION DRAINS

    I-20 DRAIN(1972)

    US-80DRAIN(1940s)

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    SURFACE WATER DRAINAGE

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    QUIZ


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