method for prediction of micropile resistance for slope ... - presentation design...method for...
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![Page 1: Method for Prediction of Micropile Resistance for Slope ... - Presentation Design...Method for Prediction of Micropile Resistance for Slope Stabilization J. Erik Loehr ... Analysis](https://reader034.vdocuments.us/reader034/viewer/2022051508/5aa6bfaa7f8b9a1d728ec9df/html5/thumbnails/1.jpg)
Method for Prediction of Micropile Resistance for Slope Stabilization
J. Erik Loehr, Ph.D., P.E.University of Missouri
Dan A. Brown, Ph.D., P.E.Auburn University
2007 International Workshop on MicropilesToronto, OntarioSeptember 27, 2007
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Limit States for Soil Reinforcement
Geotechnical failure• passive failure (lateral) above or below sliding
surface• pullout failure (axial) above or below sliding
surfaceStructural failure• flexural failure• shear failure• axial failure
- compression- tension
Serviceability limits
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Proposed Approach
Estimate/assume profile of soil movementResolve soil movement into axial and lateral componentsPredict mobilization of axial and lateral resistance• Using “t-z” analyses for axial load transfer• Using “p-y” analyses for lateral load transferSelect appropriate axial and lateral resistance with consideration given to movement required to mobilize resistance
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Soil Movement Components− θ+ θ
Slope Surface
θ
θ
SlidingSurface
δaxial lat.δ
δsoil
lat.δ δaxial
soilδ
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t-z analyses for axial resistance
Transition (Sliding) Zone
z
axialδ
Input Profile of Axial Soil Movement
Pile Axial Stiffness (EA)
Soil Shear Resistance (t)
Soil End Bearing (Q)
Cap Bearing
Sliding Surface
Axial Componentof moving soil
Stable Soil(no soil movement)
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Mobilization of Axial Resistance
clay
rock
slide
0
10
20
30
40
50
0 20 40 60 80 100 120 140 160Mobilized Axial Load (kip)
Depth
(ft)
d=0.1 ind=0.3 ind=0.42 ind=0.5 in
Upslope MicropileSliding Depth = 33-ft
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Mobilization of Axial Resistance
0
50
100
150
200
250
300
0.0 0.2 0.4 0.6 0.8 1.0 1.2 1.4 1.6 1.8 2.0Total Slope Movement (in)
Mobil
ized A
xial F
orce
(kip)
10-ft33-ft40-ft
Upslope Micropile
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Axial Resistance Function
clay
rock
0
10
20
30
40
50
0 20 40 60 80 100 120 140 160 180 200Axial Resisting Force (kip)
Slidi
ng D
epth
(ft)
Upslope Micropile
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p-y analyses for lateral resistance
Transition (Sliding) Zone
z
latδL-Pile Model
Input Profile of Lateral Soil Movement
Pile Bending Stiffness (EI)
Soil Lateral Resistance (p)
Sliding Surface
Lateral Componentof moving soil
Stable Soil(no soil movement)
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Mobilization of Lateral Resistance
clay
rock
slide
0
10
20
30
40
50
0.0 1.0 2.0 3.0 4.0 5.0Pile Deformation (in)
Depth
(ft)
0
10
20
30
40
50
-1500 -750 0 750 1500Mobilized Bending Moment (kip-in)
0
10
20
30
40
50
-80 -40 0 40 80Mobilized Shear Force (kip)
d=0.1 ind=1.0 ind=3.0 in
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Mobilization of Lateral Resistance
0
200
400
600
800
1000
1200
1400
1600
0.0 2.0 4.0 6.0 8.0 10.0Total Slope Movement (in)
Mobil
ized B
endin
g Mom
ent (
in-kip
)
z=10-ftz=33-ftz=45-ft
Upslope Micropile
0
20
40
60
80
100
120
140
160
0.0 2.0 4.0 6.0 8.0 10.0Total Slope Movement (in)
Mobil
ized S
hear
For
ce (k
ip)
z=10-ftz=33-ftz=45-ft
Upslope Micropile
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Lateral Resistance Function
clay
rock
0
10
20
30
40
50
0 20 40 60 80 100 120 140 160Lateral Resisting Force (kip)
Slidi
ng D
epth
(ft)
Ultimated<1-in
Upslope Micropile
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Example Problem
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Example – with Micropiles
Micropiles battered at
+/- 45º
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Example Problem
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Stresses on sliding surface
0
1000
2000
3000
4000
5000
6000
7000
8000
9000
-200 -150 -100 -50 0 50X coordinate (ft)
Stre
ss (p
sf)
Effective Normal Stress (psf)Mobilized Shear Resistance (psf)
decrease in stress dueto downslope pile
increase in stress dueto upslope pile
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Comparison with measured resistance
Compared resistance predicted using proposed method with measured values• Mobilized axial resistance• Mobilized bending momentsUsed measured values for:• Soil strength• Pore water pressures• Soil deformationsDeveloped “best match” using “p-modifiers” and “t-modifiers”
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Modified p-y curves
0.0
0.2
0.4
0.6
0.8
1.0
1.2
1.4
1.6
0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0Lateral Deflection, y (in)
Later
al Lo
ad In
tensit
y, p
(kip/i
n)
p mob = 2.0
p mob = 1.0
p mob = 0.5
p mob = 0.25 p mob = 0.05
Soft Clay Model s u = 2,000 psf ε 50 = 0.02 z = 30-ft
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Modified t-z curves
0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
0.0 0.2 0.4 0.6 0.8 1.0 1.2 1.4 1.6 1.8 2.0Axial Deflection, z (in)
Axial
Load
Inten
sity,
t (kip
/ft)
α = 2.0
α = 1.0
α = 0.5 α = 0.3 α = 0.1
Soft Clay Model s u = 2,000 psf z ult = 0.06-in = 0.01*d
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Littleville Alabama Case
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Mobilized Bending Moments – Littleville
0
10
20
30
40
50
-40 -20 0 20 40Bending Moment (in-kips)
Depth
(ft)
predictedmeasured (2+70U)measured (1+70U)
δ tot = 0.39-in
upslope p mod = 0.2
0
10
20
30
40
50
-40 -20 0 20 40Bending Moment (in-kips)
Depth
(ft)
predictedmeasured (2+70U)measured (1+70U)
downslope p mod = 0.2
δ tot = 0.31-in
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Mobilized Axial Resistance – Littleville
0
10
20
30
40
50
-60 -40 -20 0 20 40 60Axial Load T, kip (+=tension)
Depth
, z (f
t.)
predictedmeasured (2+70U)measured (1+70U)δ tot = 0.24-in
downslopeα = 0.3z ult = 0.06-in
0
10
20
30
40
50
-60 -40 -20 0 20 40 60Axial Load T, kip (+=tension)
Depth
, z (f
t.)
predictedmeasured (2+70U)measured (1+70U)
δ tot = 0.34-in
upslopeα = 0.3z ult = 0.06-in
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Summary of evaluations
Comparison of measured and predicted forces reasonableBUT…must use modified p-y and t-z modelsPossible reasons: • Drained vs. undrained loading• Group and/or scale effects• Softening of pile-soil interface• Pile inclination• Error/bias in measurements:
- Shear strength parameters- Soil movement
• Others???
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Predicted Mobilization – Littleville
0.0
2.0
4.0
6.0
8.0
10.0
12.0
14.0
16.0
18.0
0 5 10 15 20Total Slope Movement (in)
Mobil
ized S
hear
For
ce (k
ip)stiff clay modelAPI sand modelalternatecalibration points
Upslope MicropileSlide Depth = 33-ft
-120
-100
-80
-60
-40
-20
0
20
40
60
80
100
120
0.0 1.0 2.0 3.0 4.0Total Slope Movement (in)
Mobil
ized A
xial F
orce
(kip)
prediction Aprediction A*calibration points
Upslope MicropileSliding Depth = 33-ft
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Large-scale Model Tests
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Large-scale Model Tests
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0
5
10
15
20
25
30
-300 -200 -100 0 100 200 300Induced Bending Moment (lb-in)
Posi
tion
Alo
ng P
ile (i
n. fr
om b
otto
m)
44 (2.8)LPile (2.8)
0
5
10
15
20
25
30
-1000 -500 0 500 1000Induced Axial Load (lb)
Posi
tion
Alo
ng P
ile (i
n. fr
om b
otto
m)
44 (2.8)t-z (2.8)
TC
Model vs. measurement – no cap
Test 2-A, Member 3 (downslope), S/D=10
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Model vs. measurement – with cap
0
5
10
15
20
25
30
35
40
45
-1000 -500 0 500 1000Induced Axial Load (lb)
Posi
tion
Alo
ng P
ile (i
n. fr
om b
otto
m)
44 (1.9)t-z (1.9)
TC
0
5
10
15
20
25
30
35
40
45
-1500 -500 500 1500Induced Bending Moment (lb-in)
Posi
tion
Alo
ng P
ile (i
n. fr
om b
otto
m) 44 (1.9)
LPile (1.9)
Test 3-A, Member 2 (upslope), S/D=10
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Conclusions
Proposed uncoupled method suitable for predicting micropile resistance when cap influence is limitedUse of modified p-y and t-z models requiredWhen cap interaction is significant, uncoupled method does not accurately predict responseFull axial resistance frequently mobilized at relatively small soil movementsFull lateral resistance frequently not mobilized without substantially greater soil movementsAdditional data needed!!!
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AcknowledgementsADSC/DFI Micropile CommitteeADSC Industry Advancement FundNational Science Foundation Grant CMS0092164Many students…