Pile Testing and Evaluation for the Sand Creek Byway, Sandpoint, Idaho Presented by Dean E. Harris,...
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![Page 1: Pile Testing and Evaluation for the Sand Creek Byway, Sandpoint, Idaho Presented by Dean E. Harris, P.E., CH2M HILL.](https://reader035.fdocuments.us/reader035/viewer/2022070415/56649d1a5503460f949ef63e/html5/thumbnails/1.jpg)
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
![Page 2: Pile Testing and Evaluation for the Sand Creek Byway, Sandpoint, Idaho Presented by Dean E. Harris, P.E., CH2M HILL.](https://reader035.fdocuments.us/reader035/viewer/2022070415/56649d1a5503460f949ef63e/html5/thumbnails/2.jpg)
Project DescriptionProject 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
![Page 3: Pile Testing and Evaluation for the Sand Creek Byway, Sandpoint, Idaho Presented by Dean E. Harris, P.E., CH2M HILL.](https://reader035.fdocuments.us/reader035/viewer/2022070415/56649d1a5503460f949ef63e/html5/thumbnails/3.jpg)
Sand Creek BywaySand Creek Byway
![Page 4: Pile Testing and Evaluation for the Sand Creek Byway, Sandpoint, Idaho Presented by Dean E. Harris, P.E., CH2M HILL.](https://reader035.fdocuments.us/reader035/viewer/2022070415/56649d1a5503460f949ef63e/html5/thumbnails/4.jpg)
Project FeaturesProject 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
![Page 5: Pile Testing and Evaluation for the Sand Creek Byway, Sandpoint, Idaho Presented by Dean E. Harris, P.E., CH2M HILL.](https://reader035.fdocuments.us/reader035/viewer/2022070415/56649d1a5503460f949ef63e/html5/thumbnails/5.jpg)
![Page 6: Pile Testing and Evaluation for the Sand Creek Byway, Sandpoint, Idaho Presented by Dean E. Harris, P.E., CH2M HILL.](https://reader035.fdocuments.us/reader035/viewer/2022070415/56649d1a5503460f949ef63e/html5/thumbnails/6.jpg)
Sand Creek CrossingSand Creek Crossing
![Page 7: Pile Testing and Evaluation for the Sand Creek Byway, Sandpoint, Idaho Presented by Dean E. Harris, P.E., CH2M HILL.](https://reader035.fdocuments.us/reader035/viewer/2022070415/56649d1a5503460f949ef63e/html5/thumbnails/7.jpg)
Geotechnical ExplorationsGeotechnical 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
![Page 8: Pile Testing and Evaluation for the Sand Creek Byway, Sandpoint, Idaho Presented by Dean E. Harris, P.E., CH2M HILL.](https://reader035.fdocuments.us/reader035/viewer/2022070415/56649d1a5503460f949ef63e/html5/thumbnails/8.jpg)
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Cone rig and barge in Sand Creek
![Page 10: Pile Testing and Evaluation for the Sand Creek Byway, Sandpoint, Idaho Presented by Dean E. Harris, P.E., CH2M HILL.](https://reader035.fdocuments.us/reader035/viewer/2022070415/56649d1a5503460f949ef63e/html5/thumbnails/10.jpg)
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Typical Soil ProfileTypical 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
![Page 12: Pile Testing and Evaluation for the Sand Creek Byway, Sandpoint, Idaho Presented by Dean E. Harris, P.E., CH2M HILL.](https://reader035.fdocuments.us/reader035/viewer/2022070415/56649d1a5503460f949ef63e/html5/thumbnails/12.jpg)
555
565
575
585
595
605
615
625
635
0 5 10 15
QT (MPa)E
leva
tio
n (
m)
0 100 200 300 400
FS (kPa)
Corrected TipResistanceFriction Resistance
Pore Pressure (kPa)
0 1000 2000
Hydrostatic
Excess PWP
0 20 40 60
Water Content (%)
Natural Water Content
LL - PL Range
![Page 13: Pile Testing and Evaluation for the Sand Creek Byway, Sandpoint, Idaho Presented by Dean E. Harris, P.E., CH2M HILL.](https://reader035.fdocuments.us/reader035/viewer/2022070415/56649d1a5503460f949ef63e/html5/thumbnails/13.jpg)
Pile Loading TestPile 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
![Page 14: Pile Testing and Evaluation for the Sand Creek Byway, Sandpoint, Idaho Presented by Dean E. Harris, P.E., CH2M HILL.](https://reader035.fdocuments.us/reader035/viewer/2022070415/56649d1a5503460f949ef63e/html5/thumbnails/14.jpg)
Pile driving with APE D36-32
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Piezometer Response During and After Pile Driving
0.0
10.0
20.0
30.0
40.0
50.0
0 1 10 100
Elapsed Time (Days)
Ex
ce
ss
He
ad
(m
)
Depth = 30 m
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Loading System
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Loading test
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0
500
1000
1500
2000
2500
0 10 20 30 40 50
Movem ent (m m )
Lo
ad (
KN
)
Head O-Cell
Toe Mvmnt
Load-Movement Curves from Loading TestLoad-Movement Curves from Loading Test
![Page 20: Pile Testing and Evaluation for the Sand Creek Byway, Sandpoint, Idaho Presented by Dean E. Harris, P.E., CH2M HILL.](https://reader035.fdocuments.us/reader035/viewer/2022070415/56649d1a5503460f949ef63e/html5/thumbnails/20.jpg)
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Findings from Loading TestFindings from Loading Test
• Plunging failure occurred at movement of 11 mm
• Analysis considered pile residual load
• For clay layer, = 0.1, Nt = 6
![Page 22: Pile Testing and Evaluation for the Sand Creek Byway, Sandpoint, Idaho Presented by Dean E. Harris, P.E., CH2M HILL.](https://reader035.fdocuments.us/reader035/viewer/2022070415/56649d1a5503460f949ef63e/html5/thumbnails/22.jpg)
Condition Capacity (kN)
End of Initial Driving 260
Restrike (after 24 hours setup)
980
Static Loading Test (50 days after driving)
1900
![Page 23: Pile Testing and Evaluation for the Sand Creek Byway, Sandpoint, Idaho Presented by Dean E. Harris, P.E., CH2M HILL.](https://reader035.fdocuments.us/reader035/viewer/2022070415/56649d1a5503460f949ef63e/html5/thumbnails/23.jpg)
0
5
10
15
20
25
30
35
40
45
50
0 500 1000 1500 2000
Load (kN)
Dep
th (m
)
Residual Load
Interpreted Load
Probable Distribution of TrueLoad
![Page 24: Pile Testing and Evaluation for the Sand Creek Byway, Sandpoint, Idaho Presented by Dean E. Harris, P.E., CH2M HILL.](https://reader035.fdocuments.us/reader035/viewer/2022070415/56649d1a5503460f949ef63e/html5/thumbnails/24.jpg)
Strain Gauge PlacementStrain Gauge Placement
![Page 25: Pile Testing and Evaluation for the Sand Creek Byway, Sandpoint, Idaho Presented by Dean E. Harris, P.E., CH2M HILL.](https://reader035.fdocuments.us/reader035/viewer/2022070415/56649d1a5503460f949ef63e/html5/thumbnails/25.jpg)
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Neutral Plane AnalysisNeutral Plane Analysis
![Page 27: Pile Testing and Evaluation for the Sand Creek Byway, Sandpoint, Idaho Presented by Dean E. Harris, P.E., CH2M HILL.](https://reader035.fdocuments.us/reader035/viewer/2022070415/56649d1a5503460f949ef63e/html5/thumbnails/27.jpg)
Interpretation of Gauge LoadInterpretation of Gauge Load
![Page 28: Pile Testing and Evaluation for the Sand Creek Byway, Sandpoint, Idaho Presented by Dean E. Harris, P.E., CH2M HILL.](https://reader035.fdocuments.us/reader035/viewer/2022070415/56649d1a5503460f949ef63e/html5/thumbnails/28.jpg)
0
5
10
15
20
25
30
35
40
45
50
0 500 1000 1500 2000
Load (kN)
Dep
th (m
)
Residual Load
Interpreted Load
Probable Distribution of TrueLoad
![Page 29: Pile Testing and Evaluation for the Sand Creek Byway, Sandpoint, Idaho Presented by Dean E. Harris, P.E., CH2M HILL.](https://reader035.fdocuments.us/reader035/viewer/2022070415/56649d1a5503460f949ef63e/html5/thumbnails/29.jpg)
Summary and ConclusionsSummary 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