slope stabilization with steel h-piles
TRANSCRIPT
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Slope Stabilization with Steel H-Piles
Kessi E. Zicko Paul J. Lewis
14th Annual Technical Forum for
Geohazards Impacting Transportation in Appalachia August 2014
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Overview
• Project site – landslide features and subsurface conditions
• Slope stability – existing and stabilized • Lateral pile design – distribution of lateral load • Pile layout • Construction
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Site Location
Source: ESRI, Digital Globe, GeoEye, i-Cubed
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Source: ESRI, Digital Globe, GeoEye, i-Cubed
Site Location
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Scarp
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Damage along Old SR 15
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Plan View
SCARP
CRACK
SR 15
MASW B
MASW A
BULGE RESERVOIR
1303+00 1300+00
6 PIEZOMETERS 10 INCLINOMETERS
PVMT BULGE
WATER
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Subsurface Profile – Station 1303+00
φ=16.4º φ=25º φ=36º (RESIDUAL) (PEAK)
OLD SR 15
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Geophysics Profile along Old SR 15
Deformation in Inclinometers
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Slope Stability
• GSTABL7 – Wedge • Existing slope without piles: FS = 1.0 • Remediated slope with piles: FS = 1.3
– Pile resistance input as lateral load – Lateral load input per foot of embankment
PILE
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Pile Design
• Computer software LPILE • Lateral load triangularly distributed • p-multiplier • Pile tip fixity • Moment criteria for MMAX ≤ MRESISTING • Pile layout
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Lateral Load Distribution
Ground Surface
Failure Surface
Pile
𝑃𝑃 = 2 ∗𝐹𝑃
𝐿𝐿𝐿𝐿𝐿𝑃∗𝑃𝑃𝐿𝑃 𝑆𝑃𝑆𝑆𝑃𝑆𝑆
# 𝑅𝑅𝑅𝑆
Pile Layout – Plan View
I I I I I I I
I I I I I I
I I I I I I I
I I I I I I
Fh
Length
Triangular distribution per ODOT (2011) Geotechnical Bulletin 7
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Lateral Load Distribution - Example
Ground Surface
Failure Surface
Pile Pile Layout – Plan View
I I I I I I I
I I I I I I
I I I I I I I
I I I I I I
75 kpf
35 ft 𝑃𝑃 = 2 ∗
75 𝑘/𝑓𝐿35 𝑓𝐿
∗6 𝑓𝐿
4 𝑟𝑟𝑟𝑟
= 6.43 kips/ft per pile = 536 lbs/in
6 ft
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Lateral Load Distribution - Example
Ground Surface
Failure Surface
Pile
35’ = 420” 𝑃𝑃 = 2 ∗
75 𝑘/𝑓𝐿35 𝑓𝐿
∗6 𝑓𝐿
4 𝑟𝑟𝑟𝑟
= 6.43 kips/ft per pile = 536 lbs/in
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Subsurface Profile for Lateral Pile Analysis
• Reduction to soil resistance (p-y curves) – Active landslide – Pile spacing:diameter – FS in front of pile – p-multiplier = 0. 231
Ref: ODOT (2011) GB 7
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Lateral Pile Analysis Results (HP 12x53)
MMAX = 1,744 kip-in <
MRES = 1,983 kip-in
VMAX = 41 kips <
VRES = 98 kips
Just for interest δ = 2.2 in.
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Piles Layout
SCARP
3 ROWS 4 ROWS
Design: 462 PILES
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Piles Layout
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Test Piles
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Test Piles
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Test Piles
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Test Piles
20+ BPF
PDA > 150 KIPS
L=50’
L=50’ L=55’ L=55’
L=45’ L=45’
DESIGN PILE LENGTH
L=35’ L=40’
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Production Driving
Photo courtesy of Glenn O. Hawbaker, Inc.
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Production Driving
Photo courtesy of Glenn O. Hawbaker, Inc.
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Production Driving
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Pile Quantities
SCARP Design: 8 test piles with total length = 465 LF 454 production piles with total length = 22,325 LF Construction: 29 piles lengthened by 5’ 10 piles added with L = 60’
∆ Total Length = 3%
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Summary
• Slope failure and subsurface conditions • Existing slope model calibrated to FS = 1.0 • Slope stability
– FS=1.3 Strength limit state of lateral pile load • Lateral pile design
– Lateral load triangularly distributed – p-multiplier
• Pile layout based on geophysics profile • Quantity of installed piles only 3% > design
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Acknowledgements
Thank you!
Photo courtesy of PennDOT