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Pile Testing and Evaluation for the Sand Creek Byway, Sandpoint, Idaho

Pile Testing and Evaluation for the Sand Creek Byway, Sandpoint, Idaho. Presented by Dean E. Harris, P.E., CH2M HILL. Project Description. Current alignment is through the City Realignment will provide a non-stop route for through traffic WGI is completing roadway and structural design

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Pile Testing and Evaluation for the Sand Creek Byway, Sandpoint, Idaho

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  1. Pile Testing and Evaluation for the Sand Creek Byway, Sandpoint, Idaho Presented by Dean E. Harris, P.E., CH2M HILL

  2. Project Description • Current alignment is through the City • Realignment will provide a non-stop route for through traffic • WGI is completing roadway and structural design • CH2M HILL is responsible for geotechnical and structural design

  3. Sand Creek Byway

  4. Project Features • Project features include two interchanges, a smaller bridge crossing a city street, and numerous MSE walls • Community is sensitive to appearance and function • Community supports the project

  5. Sand Creek Crossing

  6. Geotechnical Explorations Piezocone (CPTu) was the primary method of subsurface exploration Maximum depth of CPTu soundings of 80 m Soil borings were advanced adjacent to many soundings to collect samples. Other testing included vane shear testing and shear wave velocity tests

  7. Cone rig and barge in Sand Creek

  8. Typical Soil Profile • Upper 10 m: Medium stiff sandy silt to clay, N = 9 to 15 blows per 0.3 m • 10 to 39 m: Very soft to soft clay with thin layers of loose to medium dense sandy silt, N = 0 to 5 blows per 0.3 m • 39 to 67 m: Alternating soft to mediumsilt and clay, N = 7 to 13 blows per 0.3 m

  9. Pile Loading Test • Axial compression loading test on a 0.41 m (16 in) steel pipe pile, driven to a depth of 45 m, with PDA and CAPWAP analysis • Pile was instrumented at 8 levels, with vibrating wire gauges on sister bars, and 2 telltales; concrete-filled • Osterberg Cell (O-Cell) used at the head of the pile, with steel reaction frame

  10. Pile driving with APE D36-32

  11. Loading System

  12. Loading test

  13. Load-Movement Curves from Loading Test

  14. Findings from Loading Test • Plunging failure occurred at movement of 11 mm • Analysis considered pile residual load • For clay layer,  = 0.1, Nt = 6

  15. Strain Gauge Placement

  16. Neutral Plane Analysis

  17. Interpretation of Gauge Load

  18. Summary and Conclusions • Pile Setup is a major factor affecting construction and estimated capacity • Instrumentation is necessary to extrapolate the pile testing data to other pile lengths • Residual load effects are significant in interpreting capcity

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