manual fbpier
TRANSCRIPT
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Soil-Pile Interaction in FB-MultiPier
Developed by: Florida Bridge Software Institute
Dr. Mike McVay, Dr. Marc Hoit, Dr. Mark Williams
Dr. J. Brian Anderson, P.E.
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Session Outline
• Identify and Discuss Soil-Pile Interaction Models– Precast & Cast Insitu Axial T-Z & Q-Z Models– Torsional - Models– Lateral P-Y Models– Nonlinear Pile Structural Models
• FB-MultiPier Input and Output– Example #1 Single Pile
![Page 3: Manual Fbpier](https://reader035.vdocument.in/reader035/viewer/2022062322/55cf9c36550346d033a90aa6/html5/thumbnails/3.jpg)
Session Outline
• Identify and Discuss Soil-Pile Interaction Models– Precast & Cast Insitu Axial T-Z & Q-Z Models– Torsional - Models– Lateral P-Y Models– Nonlinear Pile Structural Models
• FB-MultiPier Input and Output– Example #1 Single Pile
![Page 4: Manual Fbpier](https://reader035.vdocument.in/reader035/viewer/2022062322/55cf9c36550346d033a90aa6/html5/thumbnails/4.jpg)
Soil-Structure Interaction
Vertical Nonlinear SpringVertical Nonlinear Spring
Lateral Nonlinear SpringLateral Nonlinear Spring
Torsional Nonlinear Spring
Nonlinear Tip SpringNonlinear Tip Spring
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Driven Piles - Axial Side Model
z
r
z
r
r + r / r r
z
r
r
+ / r r
r
roo
(Randolph &
Wroth)
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Driven Piles - Axial Side Model
zZ
r
rd
zd
r
zG
Also:
Substitute: Grd
zd
Rearrange: drG
dz
Previous r
roo
Substitute: drGr
rdz o 0
rm
r0
Also:
2
fi 1
GG
Substitute:
m
0
r
r2
fi
0
1
dr
Gr
rz o
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Driven Piles - Axial Side Model
f
0 0
0m
0m
0
m
i
00 ,lnz
r
rr
rr
r
r
G
r
T-Z (Along Pile)
0
200
400
600
800
1000
1200
0 0.5 1 1.5
z - Displacement (inches)
Tau
0 (
psf) f = 1000psf
Gi = 3 ksi
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Driven Piles - Axial Tip Model
2
fi0 P
P1Gr4
-1Pz
Where:
P = Mobilized Base LoadPf = Failure Tip Loadro = effective pile radius = Poisson ratio of SoilGi = Shear Modulus of SoilT-Z (At Tip)
0
50
100
150
200
250
300
0 1 2 3 4 5
z - Displacement (inches)
Tip
Loa
d (k
ips) Pf = 250 kips
Gi = 10 ksi = 0.3r0 = 12 inches
(Kraft, Wroth, etc.)
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Driven Piles - Axial Properties
• Ultimate Skin Friction (stress), Tauf , along side of pile (input in layers).
• Ultimate Tip Resistance (Force), Pf , at pile tip .
• Compressibility of individual soil layers, I.e. Shear Modulus, Gi , and Poisson’s ratio, .
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Driven Piles - Axial Properties
• From Insitu Data:– Using SPT “N” Values run SPT97, DRIVEN,
UNIPILE, etc. to Obtain: Tauf , and Pf
– Using Electric Cone Data run PL-AID, LPC, FHWA etc. to Obtain: Tauf , and Pf
– Determine G or E from SPT correlations, i.e. Mayne, O’Neill, etc.
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Florida: SPT 97 Concrete Piles
Skin Friction, f (TSF)
• Plastic Clay: f= 2N(110-N)/4006
• Sand, Silt Clay Mix: f = 2N(110-N)/4583
• Clean Sand: f = 0.019N
• Soft Limestone f = 0.01N
Ultimate Tip, Pf/Area(tsf)
• Plastic Clay:– q = 0.7 N
• Sand, Silt Clay Mix:– q = 1.6 N
• Clean Sand:– q = 3.2 N
• Soft Limestone– q = 3.6 N
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Cast Insitu Axial Side and Tip Models
• For soil (sands and clays) – Follow FHWA Drilled Shaft Manual For Sands
and Clays to Obtain Tauf and Pf ( and cu)
– Shape of T-Z cuve is given by FHWA’s Trend Lines.
• User has Option of inputting custom T-z / Q-z curves
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Cast Insitu - Sand (FHWA):
Qs = D L v’
DL
L/2v’ = L/2
L/2) 0.5 1.2>
Qt = 0.6 NSPT D 2 / 4 NSPT < 75
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Cast Insitu - Clay (FHWA):
DLQs = 0.55 Cu D (L-5’-D)
Qt = 6 [1+0.2(L/D) ] Cu (D 2 / 4)
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Cast Insitu trend line for Sand
0.0
0.2
0.4
0.6
0.8
1.0
1.2
1.4
1.6
0 2 4 6 8 10
Settlement / Diameter (%)
Mo
bili
zed
Str
ess
/ Ult
imat
e S
tres
s
End Bearing
Side Friction
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Cast Insitu trend line for Clay
0.0
0.2
0.4
0.6
0.8
1.0
1.2
1.4
1.6
0 2 4 6 8 10
Settlement / Diameter (%)
Mo
bili
zed
Str
ess
/ Ult
imat
e S
tres
s
End Bearing
Side Friction
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Session Outline
• Identify and Discuss Soil-Pile Interaction Models– Precast & Cast Insitu Axial T-Z & Q-Z Models– Torsional - Models– Lateral P-Y Models– Nonlinear Pile Structural Models
• FB-MultiPier Input and Output– Example #1 Single Pile
![Page 18: Manual Fbpier](https://reader035.vdocument.in/reader035/viewer/2022062322/55cf9c36550346d033a90aa6/html5/thumbnails/18.jpg)
Torsional Model (Pile/Shaft)
• Hyperbolic Model– G and Tauf
• Custom T-
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Torsional Model (Pile/Shaft)
(rad)
T (F-L)
Tult =1/b
(dT/d(dT/d)=1/a )=1/a G Gii
Tult = = 22 r r22LLultult
T = T = a + b a + b
Tult = f Asurf r
ult = Ultimate Axial Skin Friction (stress)
![Page 20: Manual Fbpier](https://reader035.vdocument.in/reader035/viewer/2022062322/55cf9c36550346d033a90aa6/html5/thumbnails/20.jpg)
Session Outline
• Identify and Discuss Soil-Pile Interaction Models– Precast & Cast Insitu Axial T-Z & Q-Z Models– Torsional - Models– Lateral P-Y Models– Nonlinear Pile Structural Models
• FB-MultiPier Input and Output– Example #1 Single Pile
![Page 21: Manual Fbpier](https://reader035.vdocument.in/reader035/viewer/2022062322/55cf9c36550346d033a90aa6/html5/thumbnails/21.jpg)
Lateral Soil-Structure Interaction
Passive State
Active State
Y
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Near Field: Lateral (Piles/Shafts)
r
y
X
P r dF
Lr
0
2
P r dF
Lr
0
2
r
Y=5”
r
r
Y=0
P = 0 P
Y
Pu
P rStiffClay
Sand &Soft Clay
PPPP
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P-y Curves - Reese’s Sand
k
m
b/60 3b/80
x = 0
x = x1
x = x2
x = x3
x = x4
u
pk
yk
ym
yupm
pu
m
y
P
ks x
Pu is a function of, , and b
Y is a function of b (pile diameter)
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0.0
0.5
1.0
PPU
yy50
1.0 8.0
p
p0.5
y
yu 50
1 / 3
Matlock’s Soft Clay
Pu is a function ofCu, , and b
Y is a function of
y50 (50)
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Reese’s Stiff Clay Below Water
Deflection, y (in.)
Soi
l Res
ista
nce
, p (
lb/in
.)
18Asy506Asy50y50Asy50
Esi = ksx
0.5Pc
0
P Pcy
y0 5
50
0 5. ( ) .
P poffset cy A y
A ys
s 0 055 50
50
1 25. ( ) .
STATIC
Essp
yc 0 0625
50
.
Pc is a function ofC, , ks and b
Y is a function of
y50 (50)
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O’Neill’s Integrated Clay
0.0
0.5
1.0
RATIO OF DEFLECTION,
RA
TIO
OF
SO
IL R
ESI
STA
NC
E, P
/ P U
201
PP
YYU C
0 5 0 387. ( ) .
Y
YC
P P FOR X XU Cr
PP S S
XXU Cr
F F ( )1
6
Pu is a function ofc, and b
Fs is a function of 100
Yc is a function of b and 50
![Page 27: Manual Fbpier](https://reader035.vdocument.in/reader035/viewer/2022062322/55cf9c36550346d033a90aa6/html5/thumbnails/27.jpg)
Soil Properties for Standard Curves
• Sand:– Angle of internal friction, – Total unit weight, – Modulus of Subgrade Reaction, k
• Clay or Rock:– Undrained Strength, Cu– Total Unit Weight, – Strain at 50% of Failure Stress, 50
– Optional: k, and 100
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Soil InformationHelp Menu EPRI (Kulhawy & Mayne)
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P-y Curves from Insitu Tests
• Cone Pressuremeter
• Marchetti Dilatometer
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Insitu PMT & DMT Testing
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Cone Pressuremeter
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Cone Pressuremeter
(Robertson, Briaud, etc.)
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Marchetti Dilatometer
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Pressuremeter P-y Curves Auburn, Alabama
0
200
400
600
800
1000
1200
1400
1600
1800
2000
0 5 10 15 20 25 30 35 40
y (mm)
P (
kN/m
m)
1 m2 m3 m4 m6 m8 m10 m
PMT P-y Curves - Auburn
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Dilatometer P-y Curves Auburn, Alabama
0
500
1000
1500
2000
2500
0 50 100 150 200 250 300 350
y (mm)
P(k
N/m
)
0.6 m2.1 m3 m4.2 m6.3 m7.2 m
DMT P-y Curves - Auburn
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Actual and Predicted Lateral Top of Shaft DeflectionsAuburn, Alabama
0
100
200
300
400
500
600
700
800
900
1000
0.0 10.0 20.0 30.0 40.0 50.0 60.0
Lateral Deflection (mm)
La
tera
l L
oad
(kN
)
PMTDMTCPTShaft 1Shaft 2Shaft 3Shaft 6
Auburn Predictions
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P-y Curves for PMT1Pascagoula, Mississippi
0
1
2
3
4
5
6
0 20 40 60 80 100 120 140 160 180 200
y (mm)
P (
kN/m
m)
9.7
10.7
11.7
12.7
13.8
14.8
15.8
16.8
17.8
18.8
PMT P-y Curves Pascagoula
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P-Y Curves from DMT 1Pascagoula, Mississippi
0
0.2
0.4
0.6
0.8
1
1.2
1.4
1.6
1.8
0 10 20 30 40 50 60
p (mm)
y (k
N/m
m)
9.610.811.712.616.016.917.8
DMT P-y Curves Pascagoula
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Pascagoula Predictions
0
500
1000
1500
2000
2500
3000
3500
4000
4500
0 10 20 30 40 50
Deflection (mm)
Lo
ad (
kN) DMT
PMT
Actual
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Instrumentation & Measurements
• Strain gages– Measure strain– Calculate bending moment, M = ε(EI/c), if EI
of section known– “high tech”
• Slope inclinometer– Measures slope– Relatively “low tech”
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Theoretical Pile Behavior
PM
Pile
Y(z)
Deflection
Y’(z)
Slope
M(z)
Moment
M’(z)
Shear
P(z)
Soil Reaction
![Page 42: Manual Fbpier](https://reader035.vdocument.in/reader035/viewer/2022062322/55cf9c36550346d033a90aa6/html5/thumbnails/42.jpg)
Strain Gages Bending Moment
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Bending Moment versus Depth
0
1
2
3
4
5
6
0 200 400 600 800 1000 1200
Bending Moment (kN*m)
Dep
th (
m) 36
62
93
121
153
182
211
258
LateralLoad in Kilonewtons
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Bending Moment vs. Depth
PM
Pile
Y(z)
Deflection
Y’(z)
Slope
M(z)
Moment
M’(z)
Shear
P(z)
Soil Reaction
![Page 45: Manual Fbpier](https://reader035.vdocument.in/reader035/viewer/2022062322/55cf9c36550346d033a90aa6/html5/thumbnails/45.jpg)
Two Integrals to Deflection
PM
Pile
Y(z)
Deflection
Y’(z)
Slope
M(z)
Moment
M’(z)
Shear
P(z)
Soil Reaction
![Page 46: Manual Fbpier](https://reader035.vdocument.in/reader035/viewer/2022062322/55cf9c36550346d033a90aa6/html5/thumbnails/46.jpg)
Two Derivatives to Load
PM
Pile
Y(z)
Deflection
Y’(z)
Slope
M(z)
Moment
M’(z)
Shear
P(z)
Soil Reaction
z
z
![Page 47: Manual Fbpier](https://reader035.vdocument.in/reader035/viewer/2022062322/55cf9c36550346d033a90aa6/html5/thumbnails/47.jpg)
Non-linear Concrete ModelTest Pile T1
0.0E+00
2.0E+05
4.0E+05
6.0E+05
8.0E+05
1.0E+06
0.0E+00 2.0E-03 4.0E-03 6.0E-03 8.0E-03 1.0E-02Curvature, (1/m)
EI (
kN-m
2 )
![Page 48: Manual Fbpier](https://reader035.vdocument.in/reader035/viewer/2022062322/55cf9c36550346d033a90aa6/html5/thumbnails/48.jpg)
P-y Curves from Strain Gages
0
20
40
60
80
100
120
140
0 5 10 15 20 25 30 35
Displacement, y (mm)
p (k
N/m
)
1.0
2.0
3.0
4.1
D. to G.S.(m)
![Page 49: Manual Fbpier](https://reader035.vdocument.in/reader035/viewer/2022062322/55cf9c36550346d033a90aa6/html5/thumbnails/49.jpg)
Slope Inclinometer Slope
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Deflection versus Depth
-2
0
2
4
6
8
10
-0.01 0.00 0.01 0.02 0.03 0.04 0.05 0.06 0.07
Horizontal Displacement (m)
De
pth
(m
)
36
62
90
122
153
183
208
243
Lateral Load in Kilonewtons
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Slope Inclinometer → Slope vs. Depth
PM
Pile
Y(z)
Deflection
Y’(z)
Slope
M(z)
Moment
M’(z)
Shear
P(z)
Soil Reaction
![Page 52: Manual Fbpier](https://reader035.vdocument.in/reader035/viewer/2022062322/55cf9c36550346d033a90aa6/html5/thumbnails/52.jpg)
One Integral to Deflection
PM
Pile
Y(z)
Deflection
Y’(z)
Slope
M(z)
Moment
M’(z)
Shear
P(z)
Soil Reaction
![Page 53: Manual Fbpier](https://reader035.vdocument.in/reader035/viewer/2022062322/55cf9c36550346d033a90aa6/html5/thumbnails/53.jpg)
Three Derivatives to Load
PM
Pile
Y(z)
Deflection
Y’(z)
Slope
M(z)
Moment
M’(z)
Shear
P(z)
Soil Reaction
z
z
z
![Page 54: Manual Fbpier](https://reader035.vdocument.in/reader035/viewer/2022062322/55cf9c36550346d033a90aa6/html5/thumbnails/54.jpg)
P-y Curves from Slope Inclinometer
0
20
40
60
80
100
120
140
0 5 10 15 20 25 30 35
Displacement, y (mm)
p (k
N/m
)
1.0
2.0
3.0
4.0
D. to GS(m)
![Page 55: Manual Fbpier](https://reader035.vdocument.in/reader035/viewer/2022062322/55cf9c36550346d033a90aa6/html5/thumbnails/55.jpg)
0
20
40
60
80
0 5 10 15 20 25 30 35
Displacement, y (mm)
p (k
N/m
)
SGincPMT/DMTSPT
Comparison of P-y Curves
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Prediction of Pile Top Deflection
0
50
100
150
200
250
300
0 20 40 60 80 100
Top Displacement (mm)
Lo
ad
(kN
)
W. line
FLPIER-sg
FLPIER-inc
![Page 57: Manual Fbpier](https://reader035.vdocument.in/reader035/viewer/2022062322/55cf9c36550346d033a90aa6/html5/thumbnails/57.jpg)
P-y Curves Available in FB-Pier
• Standard– Sand
• O’Neill
• Reese, Cox, & Koop
– Clay• O’Neill
• Matlock Soft Clay Below Water Table
• Reese Stiff Clay Below Water Table
• Reese & Welch Stiff Clay Above Water Table
![Page 58: Manual Fbpier](https://reader035.vdocument.in/reader035/viewer/2022062322/55cf9c36550346d033a90aa6/html5/thumbnails/58.jpg)
P-y Curves Available in FB-Pier
• User Defined– Pressuremeter– Dilatometer– Instrumentation
• Strain Gages
• Slope Inclinometer
![Page 59: Manual Fbpier](https://reader035.vdocument.in/reader035/viewer/2022062322/55cf9c36550346d033a90aa6/html5/thumbnails/59.jpg)
Session Outline
• Identify and Discuss Soil-Pile Interaction Models– Precast & Cast Insitu Axial T-Z & Q-Z Models– Torsional - Models– Lateral P-Y Models– Nonlinear Pile Structural Models
• FB-MultiPier Input and Output– Example #1 Single Pile
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Pile Discrete Element Modelh h2
h2
X
Z
X
Y
(Top View)
(Side View)
M M
M M
1 3
2 4
U n iv e r s a l J o in t
Rigid center-blocks
Rigid end Block
Spring
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Curvature-Strain-Stress-Moment
a) Strain due to
z-axis bendingb) Strain due to
y-axis bendingc) Strain due to
axial thrust
NN
F
,
F
,i
i
1
2
x
y
z
dF
dA
i
i
e) Stress-strain relationshipd) Combined strains
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Stress-Strain Curves for Concrete & Steel
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Strains -> Stress -> Moments
x
y
z
dF
dA
i
i
d) Combined strains
dFi=i*dAi
n_PointsIntegratio
x ydF*M
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Stiffness of Cross-Section: Flexure, Axial
M
x
y
z
dF
dA
i
i
d) Combined strains
n_PointsIntegratio
x ydF*M
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Failure Ratio Calculation
My
Mx
P
Mx
o
Myo
Pactua
l
Failure Ratio = Surface
Length
Actual Length
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Pile Material Properties
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References:• Robertson, P. K., Campanella, R. G., Brown, P. T., Grof, I., and Hughes, J. M., "Design of
Axially and Laterally Loaded Piles Using In Situ Tests: A Case History,“ Canadian Geotechnical Journal, Vol. 22, No. 4, pp.518-527, 1985.
• Robertson, P. K., Davies, M. P., and Campanella, R. G., "Design of Laterally Loaded Driven Piles Using the Flat Dilatometer," Geotechnical Testing Journal, GTJODJ, Vol. 12, No. 1, pp. 30-38, March 1989.
• Reese, L. C., Cox, W. R. and Koop, F. D (1974). "Analysis of Laterally Loaded Piles in Sand," Paper No. OTC 2080, Proceedings, Fifth Annual Offshore Technology Conference, Houston, Texas, (GESA Report No. D-75-9).
• Hoit, M.I, McVay, M., Hays, C., Andrade, P. (1996). “Nonlinear Pile Foundation Analysis Using Florida Pier." Journal of Bridge Engineering. ASCE. Vol. 1, No. 4, pp.135-142.
• Randolph, M. and Wroth, C., 1978, “Analysis of Deformation of Vertically Loaded Piles, ASCE Journal of Geotechnical Engineering, Vol. 104, No. 12, pp. 1465-1488.
• Matlock, H., and Reese, L., 1960, “Generalized Solutions for Laterally Loaded Piles,” ASCE, Journal of Soil Mechanics and Foundations Division, Vol. 86, No. SM5, pp. 63-91.
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Session Outline
• Identify and Discuss Soil-Pile Interaction Models– Precast & Cast Insitu Axial T-Z & Q-Z Models– Torsional - Models– Lateral P-Y Models– Nonlinear Pile Structural Models
• FB-MultiPier Input and Output– Example #1 Single Pile