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City of Winnipeg SOUTHWESTERN RAPID TRANSIT CORRIDOR. Bidder Meeting October 16 th , 2009. Site Location. Field Investigations. - Klohn Krippen (2003) - Geotechnical 4 deep test holes, 1 shallow Groundwater monitoring Laboratory testing AECOM (2009) - Geotechnical

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City of winnipeg southwestern rapid transit corridor

City of WinnipegSOUTHWESTERN RAPID TRANSIT CORRIDOR

Bidder Meeting

October 16th, 2009



Field investigations
Field Investigations

  • - Klohn Krippen (2003) - Geotechnical

    • 4 deep test holes, 1 shallow

    • Groundwater monitoring

    • Laboratory testing

  • AECOM (2009) - Geotechnical

    • 2 deep test holes ( rock coring)

    • Groundwater monitoring

    • Laboratory testing

  • AECOM (2009) – Hydrogeological

    • Two test wells drilling

    • Field pump tests





Groundwater conditions

  • Clay : 2 m below ground, Elv. 231 m

  • Bedrock/Till : Elv. 224 to 226 m

  • Impact on:

  • Excavation stability

  • Global stability

  • Seepage

Groundwater Conditions


Geotechnical concerns
Geotechnical Concerns

  • Foundation type

  • Rebound, heave and settlement

  • Retaining walls

  • Base heave

  • Temporary shoring and excavation plan


Bearing capacity and foundation type
Bearing capacity and foundation type

  • Raft foundation

  • Design based on the concept of floating foundation

  • Bearing capacity and settlement pressure are defined



Retaining walls
Retaining walls

  • Reinforced Concrete U-shaped section

  • Reinforced Concrete Cantilever wall

  • Coulomb Theory

  • Design for surcharge from compaction during construction

  • Design for live load surcharge from Cooper E90 loading


Base heave
Base heave

Clay

h

Wclay

Till/Bedrock

FS = Wclay /

γw h


TYPICAL

EXTREME HISTORICAL


Temporary shoring and excavation plan
Temporary shoring and Excavation plan

  • Cut and cover construction

  • Staged construction, Stage I and II

  • Site constrains:

    • Limited space

    • Utilities

    • Private property

    • Proximity to CN tracks

  • Excavations plan include:

    • Open excavation

    • Cantilever / Braced Shoring

    • Combination of shoring and open excavation


  • Temporary shoring and excavation plan1
    Temporary shoring and Excavation plan

    • Excavation configurations

      • Open Excavation, up to 6 m cut

      • Other geometry < 6m cut

    4

    1

    3

    3

    1

    3

    3


    Temporary shoring and excavation plan2
    Temporary shoring and Excavation plan

    • Excavation configurations

      • Braced Shoring up to 9.5 m

    4.6 Min

    ~ 9.5

    ~ 5


    Temporary shoring and excavation plan3
    Temporary shoring and Excavation plan

    • Excavation configurations

      • Combination of Braced Shoring and Open excavation

    varies 5 m Min.

    7m bench

    5 m Crane pad

    4.6

    3

    1

    2-3

    varies 7 Max.

    3 - 5


    Temporary shoring and excavation plan lateral loads from surcharge
    Temporary shoring and Excavation planLateral Loads from Surcharge


    Temporary shoring and excavation plan4
    Temporary shoring and Excavation plan

    • Base Instability : analogous to bearing capacity


    Global stability
    Global Stability

    • - Stress – stability coupled finite element analysis

    • Locally acceptable soil parameters

    • Account for excavation unloading

    • Model train loading

    • Design objective FS = 1.30







    Performance monitoring program
    Performance Monitoring Program

    • Instrumentation will be installed to monitor

    • Displacement of railway tracks

    • Displacement of shoring system

    • Horizontal subsoil displacement

    • Excavation heave

    • Groundwater levels



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