jp singh and associates in association with mohamed ashour, ph.d., p.e. gary norris, ph.d., p.e....
TRANSCRIPT
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JP Singh and Associates
in association with
Mohamed Ashour, Ph.D., P.E.Gary Norris, Ph.D., P.E.
March 2004
COMPUTER PROGRAM S-SHAFT FORLATERALLY LOADED LARGE DIAMETER
SHORT SHAFTS IN LAYERD SOIL
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Workshop Objectives
• Why should we use the S-SHAFT program? • Concepts employed in the S-Shaft program• Implementation of the S-Shaft with bridge
foundations• Capabilities of the S-Shaft program• Program validation and WSDOT example
problems• Program demonstration• Future work in the next phase
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y
p(Es)1
P o
(Es)3
(Es)4
(Es)2p
p
p
y
y
y
(Es)5
p
y
Laterally Loaded Pile as a Beam on Elastic Foundation (BEF)
P P
K1 K2
4 ft4 ft
Effect of Structure Cross-Sectional Shape on Soil Reaction (Not Considered in LPILE)
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Effect of the Footing Flexural Rigidity (EI) on the Distribution of the Soil Reaction
(Effect of pile/shaft on soil reaction, i.e. p-y curve, which is not accounted in the LPILE p-y curve)
q per unit area
B
CL
q
0.5q
Kr =
Kr = 0
Rigid Footing, Kr =
Flexible Footing, Kr = 0
Footing
H
(1-2s) EP H3
6 (1-2P) Es B3
Kr =
As presented by Terzaghi (1955) and Vesic (1961)
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The traditional p-y curve (in LPILE) does not account for the pile/shaft EI variationB
ased
on
th
e S
trai
n
Wed
ge M
odel
An
alys
isS tif f P ile F lex ib le P ile
p -y C u rv e a t a D ep th o f 1 .2 2 m
D en se S an d
L o o se S an d
E f f ec t o f P ile B en d in g S tif f n e ss o n th e p -y C u rv e in S an d
0 4 0 8 0 1 2 0
P ile D e f le c tio n , y , m m
0
1 0 0
2 0 0
3 0 0
4 0 0
Soi
l-P
ile
Rea
ctio
n, p
, kN
/ m EI
0.1 EI
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F ree -H ea d P ileF ix ed -H ea d P ile
E ffect o f P ile -H ea d C o n d itio n s o n th e p -y C u rv e in S a n d
p -y C u rv es a t 1 .2 2 -m D ep th
D en se S a n d
L o o se S a n d
0 40 80 120P ile D eflec tio n , y , m m
0
200
400
600S
oil-
Pile
Rea
ctio
n, p
, kN
/ m
Pile/shaft-head condition, which is not considered in the traditional p-y curve
(LPILE) has been proven experimentally and shown below by the SW model
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A COMPARISON BETWEEN THE SW MODELAND LPILE COMPUTER PROGRAM
S-SHAFT (SW Model)p-y curve is based on the concept of triaxial test and effective stress analysis, and local site conditions.
p-y curve is a function of pile properties such as pile head fixity, bending stiffness, pile head embeddment, and pile cross-section shape.
LPILESemi-empirical p-y curve based on one full scale field test (Mustang Island test for p-y curve in sand, Sabine River test for soft clay).
p-y curve accounts for only the pile width (no pile properties). The p-y curve is unique in the same soil and for the same pile width.
P-y curve (i.e. modulus of subgrade reaction, Es) is the key factor in the analysis of laterally loaded piles
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S-SHAFT (SW Model)
p-y curve for liquefiable soils (completely and partially liquefied soils).
P-y curve for large diameter short shaft P-y curve is affected by the nonlinear behavior of pile material (varying EI).
Mobilized group interaction with no need for assuming any P-multiplier.
LPILE
No p-y curve in liquefied soil. It is just a reduction factor based on soil residual strength
P-y curve for slender long piles
Varying EI has no effect on the p-y curve.
Empirical P-multiplier with pile group.
A number of correction factors
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h =
0.6
9 X
o
Xo
Zero Crossing
Xo >
h >
0.6
9 X
o
Xo
Zero Crossing
Zero Crossing
h =
Xo
Def
lect
ion
Patte
rn
Linea
rized
Def
lectio
n
Yo Yo Yo
Li
near
ized
Def
lect
ion
Def
lect
ion
Patte
rn
Long ShaftL/T 4
Intermediate Shaft4 > L/T > 2
Short ShaftL/T 2
L = SHAFT LENGTHT = (EI/f )0.2
f = Coefficient of Modulus of Subgrade Reaction
Varying Deflection Patterns Based on Shaft Type
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z
T
y
p
Soil-Shaft Horizontal Resistance
Soil-Shaft Shear Resistance
Tip Reaction Due to Shaft Rotation
Fig. 2. A Model for A Lat erally Loaded Drilled Shaft (Short or Intermediate)
Neglected with Long Shafts
LARGE DIAMETER SHORT SHAFT
Elements Required to Analyze the Large Diameter Shaft:
• Vertical side shear Sand, Clay, C- Soil, Rock
• T-Z Curve Sand, Clay, C- Soil, Rock
• Tip Resistance
• Material Modeling
• Soil Liquefaction
PoMo
Pv
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Z
S o i l - S h a f t S id e S h e a r R e s i s t a n c e
Po o
Moo
Pvy
FP
v
v
Mt
Fv
FP
FP
Fv
Fv
Vt
Ft
SHORT SHAFT MODELING
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Deformations in soil layers around an axially loaded shafts
Qo
QT
Sheared soil layersLoading Direction q
X
XVert. Shear Stress distribution
Shaft Cross Section
Shaft Vertical Displacement, Z
Sh
ear
Str
ess,
T T-Z curve
o
n
Shaft
r
or
nrn +
m
Displacement, z
zmax
Distancen + m
z
n
Zn +
m
Shear Stress,
Vertical Shear Stress
Shaft Cross Section
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The Basic Strain Wedge Model in Uniform Soil
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Program Capabilities
• Analysis of short shafts under lateral and axial loads based on soil-shaft-interaction in sand, clay, c- soil and rock (deflection, moment, shear force, line load and excess water pressure)
• p-y curve based on soil and shaft properties• Effect of nonlinear behavior of shaft
material on the p-y curve• Vertical side shear resistance • p-y curve in liquefied soil
• Mobilized t-z curve and shaft base resistance
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Program Capabilities
• Shaft group (one row) with/without cap effect
• Shaft classification (short / intermediate/long)and varying cross section
• Isolated shaft-head or shaft group stiffnesses matrix (K11, K22, K33, K44, K55, K66)
• Shaft Axial response (Load vs. Settlement)
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COMPARISONS WITH FIELD TESTS
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8-ft Diameter Shaft
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Table 7 - Soil Profile for the Las Vegas TestSoil layer Soil type Thickness (ft) (pcf) (deg.) k (pci)Layer 1 Sand 2.5 120 33 15Layer 2 Sand 6.5 120 37 30Layer 3 Sand 3.0 120 32 11Layer 4 Sand 1.5 120 36 26Layer 5 Sand 7.5 120 45 62Layer 6 Sand 2.0 120 40 43Layer 7 Sand 3.5 120 45 63Layer 8 Sand 6.0 120 40 44Layer 9 Sand 1.0 120 32 10Layer 10 Sand 2.0 120 37 32
Table 8 – Comparison of Measured Shaft Head Deflection and S-Shaft and FLPIER/COM624P Predictions for LasVegas Test
Load(kips)
Actual shaft-head deflection,Yo, in
S-Shaft Deflection,Yo, in.
FLPIER/COM624 Deflection,Yo, in
50 0.02 0.02 0.201100 0.04 .05 0.402150 0.07 .08 0.603200 0.125 0.11 0.804300 0.235 0.18 1.27400 0.40 0.28 1.89500 0.61 0.41 2.76600 0.88 0.71 3.9700 1.21 1.03 5.75750 1.36 1.2 7.15
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0 2 4 6 8Shaft-H ead Latera l D eflection, Y o, in .
0
200
400
600
800
Sh
aft-
Hea
d L
ate
ral L
oad
, Po
, Kip
s
M easuredS-ShaftFLP IER /C O M 624P
Las Vegas field test for short shaft
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4-ft Diameter Shaft
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Table 9 - Soil Data for Southern California TestSoil layer Soil type Thickness (ft) (pcf) (deg.) Su (psf)
50**Layer 1 Clay 22 130 34 5500 0.0095
Table 10 - Comparison of Measured Shaft Head Deflection and S-Shaft andCOM624P Predictions for Southern California Test
Load(kips)
Actual shaft-head deflection,Yo, in
S-Shaft Deflection,Yo, in.
COM624 Deflection,Yo, in
50 0.1 0.094 0.20100 0.25 0.2275 0.35200 0.67 0.59 1.50300 1.10 1.12 4.40400 1.85 1.74 15.0
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Southern California field test for short shaft
0 1 2 3 4 5S haft-H ead Latera l D eflection , Y o, in .
0
100
200
300
400
Sh
aft-
Hea
d L
ater
al L
oad
, Po
, Kip
s
M easuredS-ShaftFLP IER /C O M 624P(L inear analysis)
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SHAFT GROUP INTERACTION
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P-multiplier (fm) concept for pile group (Brown et al. 1988)
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PILE GROUP
Configuration of the Mobilized Passive Wedges,and
Associated Pile Group Interference
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S o il S tra in =
3
22
P assiv e S o il W ed g es
P ile in Q u es tio n
T h e In itia l In te rf e ren ce A m o n g P ile s in a P ile G ro u p a t a G iv en D ep th
P ile T y p e 1
P ile T y p e 2
P ile T y p e 3
P ile T y p e 4
Horizontal (Lateral and Frontal ) Interference for a Particular Pile in the Pile Group at a Given Depth (in the Strain Wedge Model)
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-0 .5 m0.0 m
3.0 m
8.0 m
12.0 m
17.0 m
25.0 m
32.0 m
= 35 o
= 19 kN /m 3
= 35 o
= 9.2 kN /m 3
= 34o
= 9.4 kN /m 3
= 34o
= 9.2 kN /m 3
S u=121.3 kN /m 2
= 9.2 kN /m 3
50 = 0.005
S u=115 kN /m 2
= 9.2 kN /m 3
50= 0.005
S u=60 kN /m 2
= 9.2 kN /m 3
50= 0.007
Sand
S and
Sand
Sand
C lay
C lay
C lay
Free head pile
a) O rig inal so il p ro file
4.5 m
Loading D irection
b) S ix 1 .5-m -D iam eter Bored P ile G roup (F ixed H ead)
Shaft B1
Shaft B2
The Taiwan Test by Brown et al. 2001
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In order to match the measured data using LPILE, the traditional p-y curves were modified as shown above
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0 40 80 120 160 200P ile H ead D eflection, Y o, m m
0
1000
2000
3000
4000
Pile
He
ad
Lo
ad
, Po,
kN
Measured (Brown et al. 2001)Predicted (SW Model)No V. Side ShearW ith V. Side Shear
Single 1 .5-m -D iam eter Bored P ile (B 1)
Free-head
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0 10 20 30 40C ap D eflection, Y g, m m
0
4000
8000
12000
Pile
Gro
up
Lat
era
l Loa
d, k
N
Measured (Brown et al. 2001)Predicted (SW Model)
Latera l R esponse of a (3 x2) P ile G roup
Fixed head
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SHORT SHAFTS IN LIQUEFIED SOIL
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Current Available Procedures That Assess the Pile/Shaft Behavior in Liquefied Soils (Using the Traditional P-y Curve):
1. Construction of the p-y curve of soft clay based on the residual strength of liquefied sand presented by Seed and Harder (1990)
2. The use of random Pmult < 1 to reduce the stiffness of the traditional p-y curve of sand
3. Reduce the unit weight of liquefied sand with the amount of Ru (Earthquake effect in the free-field ) and then build the traditional p-y curve of sand based on the new value of the sand unit weight. (proposed by Brown based on Cooper River Test)
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0 4 8 12 16 20 24Equivalent Clean Sand SPT Blowcount, (N1)60-CS
0
400
800
1200
1600
2000
Res
idu
al U
nd
rain
ed
Sh
ear
Str
eng
th, S
r (p
sf)
E a rth q u a k e -In d u ce d L iq u efac tio n a n d S lid in g C a se H is to r ie s W h e reS P T D a ta & R es id u a l S tre n g th P a ra m e te rs H a v e b e e n M e asu re d
E a rth q u a k e -In d u ce d L iq u efac tio n a n d S lid in g C a se H is to r ie s W h e reS P T D a ta & R es id u a l S tre n g th P a ra m e te rs H a v e b e e n E s tim a ted
C o n stru c tio n -In d u c ed L iq u efa tio n a n d S lid in g C a se H is to rie s
L o w er S a n F ern a n d o D a m
Fig. 1 Corrected blowcount vs. residual strength (Seed and Harder, 1990)
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Pile Deflection, y
Soi
l-P
ile
Rea
ctio
n, p
Measured p-y Curves atTreasure Island Test (Rollins and Ashford)
Upper Limit of Sr using soft clay p-y curve
Lower Limit of Sr
API Procedure
Comparison between the actual p-y curve in liquefied soil and the currently used ones
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Post-liquefaction stress-strain behavior of completely liquefied sand (uc = 3c and Ru =1)
Axial Strain,
Dev
iato
r S
tres
s,
dPost-liquefaction stress-strain behavior of partially liquefied sand (uc < 3c and. Ru <1)
xo
d = 2 Sr
Fig. 1 Subsequent undrained stress-strain behavior of sand that has experienced partial or complete liquefaction (employed in S-Shaft)
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Input Data Utilized in the SW Model Procedure (S-SHAFT):1. Peak ground acceleration (amax) and the magnitude
of the EQ to evaluate the excess porewater pressure (Ru) induced by cyclic loading
2. Pile/Shaft properties
3. Soil properties:Effective unit weight of soil(N1)60 (i.e Relative density, Dr) Angle of internal friction ()Sand grain roundness parameter (
Percentage of finesAxial strain in sand at 50% strength, 50%
Uniformity coefficient (Cu)
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TABLE I. SOIL PROPERTIES EMPLOYED IN THE SWM ANALYSIS FOR TREASURE ISLANDTEST
Soil LayerThick. (m)
Soil Type Unit Weight, (kN/m3)
(N1)60 φ(degree)
ε50
%*Su
kN/m2
0.5 Brown, loose sand (SP) 18.0 16 33 0.45
4.0 Brown, loose sand (SP) 8.0 11 31 0.6
3.7 Gray clay (CL) 7.0 4 1.5 20
4.5 Gray, loose sand (SP) 7.0 5 28 1.0
5.5 Gray clay (CL) 7.0 4 1.5 20
* Undrained shear strength
Peak Ground Acceleration (amax) = 0.1 gEarthquake Magnitude = 6.5 Induced Porewater Pressure Ratio (ru) = 0.8 - 0.9
Soil Profile and Properties at the Treasure Island Test
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P ile H ead E levation ( 0 .00 )P o
M o = 0 .0
A xia l Load= 0.0
D iam eter of P ile
Pile
Le
ngt
h =
20
.0 ft
Thickness of Layer # 2
Thickness of Layer # 3
W ater Tab le
SA
ND
CL
AY
G round Surface1.0 m
4.0
m4.
0 m
0 .61 m
Layer th ickness = 4.0 mE ffective un it w e ight = 8 .0 kN /m 3
E ffective fric tion ang le = 31.0o
e50 = 0 .006, (N 1)60 = 11
Layer th ickness = 3.7 mE ffective un it w e igh t = 7 .0 kN /m 3
E ffective fric tion ang le = 24 o o r 0 .0 (defau lt)(S u)Top =20 kN /m 2, (S u)B o ttom =20 kN /m 2
e50 =0.015
CL
AY
SA
ND
4.5
m7.
5 m
0 .5 m
Thickness of Layer # 4
Layer th ickness = 5.0 mE ffective un it w e ight =7 .0 kN /m 3
E ffective fric tion ang le =28.0o
e50 = 0 .01, (N 1)60 = 9
Layer th ickness = 5.5 mE ffective un it w e igh t = 7 .0 kN /m 3
E ffective fric tion ang le = 24 o o r 0 .0 (defau lt)(S u)Top =20 kN /m 2, (S u)B o ttom =20 kN /m 2
e50 =0.015
Thickness of Layer # 5
Thickness of Layer # 1
Layer th ickness =0.5 mE ffective un it w e igh t = 18.0 kN /m 3
E ffective fric tion ang le =33.0o
e50 = 0 .0045, (N 1)60 = 16
% of fines= 5%
% of fines= 10%
T-Shell
P eak G round Acceleration (a m ax) = 0 .1gM agnitude of E arthquake = 6.5N o la tera l spreadingFree- and N ear-fie ld excess porew ater pressure e ffectA ssum e sand grains Subangular
Shaft SectionN um bers of shaft segm ents =1Segm ent length = 20 mShaft d iam eter = 0 .61mSteel shell th ickness = 9 .5 m mfy o f the steel shell = 420000 kN /m 2
fc of concrete = 34444 kN /m 2
fy o f the steel bars = 420000 kN /m 2
R atio of S teel bars (A s/A c)= 2%R atio of Transversesteel = 0.3%
Shaft W idth
x x
Longitud ina l S tee l
TREASURE ISLAND TEST
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O b se rv ed
P red ic ted
0 5 0 1 0 0 1 5 0 2 0 0 2 5 0P ile -H ead D e flec tio n , Y o , m m
0
40
80
120
160P
ile-
Hea
d L
oad,
Po,
kN C IS S , 0 .3 2 4 m
E I = 4 4 5 1 5 k N -m 2
N o -L iq u efac tio nP o st-L iq u e fac tio n
(u x s , ff + u x s , n f)
Measured and Calculated Results for Treasure Island Test (CISS of 0.324-m diameter
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0 5 0 1 0 0 1 5 0 2 0 0 2 5 0P ile-H ead D ef lectio n , Y o , m m
0
40
80
120P
ile-
Hea
d L
oad,
Po,
kN H -P ile , 0 .3 1 0 m
E I = 4 9 0 0 0 k N -m 2
O b se rv ed
P red ic ted
No-
Liq
uefa
c tio
n
P o st-L iq u e fac tio n
(u x s , ff + u x s , n f)
Measured and Calculated Results for Treasure Island Test (H-Pile)
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0 1 0 0 2 0 0 3 0 0 4 0 0P ile -H ead D ef lectio n , Y o , m m
0
100
200
300
400
500
Pil
e-H
ead
Loa
d, P
o, k
NC IS S , 0 .6 1 mE I = 4 4 8 3 2 0 k N -m 2
O b serv edP red ic ted (S W M )P red ic ted (C o m 6 2 4 )
No -
L iqu
e fac
tion
P o s t-L iq u e fa c tio n (u x s , ff + u x s , n f)
Measured and Calculated Results for Treasure Island Test (CISS of 0.61-m diameter
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0 4 8 12 16 20 24Equivalent Clean Sand SPT Blowcount, (N1)60-CS
0
400
800
1200
1600
2000
Res
idu
al U
nd
rain
ed
Sh
ear
Str
eng
th, S
r (p
sf)
E a rth q u a k e -In d u ce d L iq u efac tio n a n d S lid in g C a se H is to r ie s W h e reS P T D a ta & R es id u a l S tre n g th P a ra m e te rs H a v e b e e n M e asu re d
E a rth q u a k e -In d u ce d L iq u efac tio n a n d S lid in g C a se H is to r ie s W h e reS P T D a ta & R es id u a l S tre n g th P a ra m e te rs H a v e b e e n E s tim a ted
C o n stru c tio n -In d u c ed L iq u efa tio n a n d S lid in g C a se H is to rie s
L o w er S a n F ern a n d o D a m
Fig. 1 Corrected blowcount vs. residual strength (Seed and Harder, 1990)
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0 40 80 120 160P ile Latera l D eflection, y (m m )
0
20
40
60
80p
(kN
/m)M easured P redicted (SW M odel)
API (Pmult = 0.3)
p-y Curve at 0.2 m Below Ground (0.61-m Diameter CISS )
The SW Model is the only program to predict the concave-up p-y curve at Treasure Island Test
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0 40 80 120P ile Latera l D eflection, y (m m )
0
10
20
30
40
50p
(kN
/m)
M easured P red icted (SW M odel)
API (Pmult = 0.3)
p-y Curve at 1.5 m Below Ground (0.61-m Diameter CISS )
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0 40 80 120P ile Latera l D eflection, y (m m )
0
10
20
30
40
50p
(kN
/m)
M easured P red icted (SW M odel)
p-y Curve at 2.3 m Below Ground (0.61-m Diameter CISS )
API (Pmult = 0.3)
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Treasure Island - CISS 0.61p-y CURVE OF SINGLE PILE (FREE-HEAD)
1.2 m2.5 m3.3 m4 m4.8 m
Soil-
Pile
Rea
ctio
n, p
, kN
/m
Pile Deflection, y, mm
0
10
20
30
40
50
60
0 50 100 150
P-y curves from the SW model program
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Peak Ground Acceleration (amax) = 0.3 gEarthquake Magnitude = 6.5 Induced Porewater Pressure Ratio (ru) = 1.0
Mt. Pleasant Site (Cooper River Br) Soil Profile and Data Input
TABLE II. SOIL PROPERTIES EMPLOYED IN THE SW MODEL ANALYSISFOR COOPER RIVER BRIDGE TEST AT MT. PLEASANT
Soil LayerThick. (ft)
Soil Type Unit Weight, (pci)
(N1)60 φ(degree)
ε50
%*Su
psf4 Slightly clay
sand (SP-SC)120 19 34 0.004
9 Sandy clay (CH) 62 7 30 0.00816 Very clayey
sand (SC-CL)62 10 32 0.006
9 Silty sand (SM) 62 7 30 0.00880 Cooper Marl 65 20 0.002 4300
Soil Profile and Properties at the Cooper River Bridge Test
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0 1 2 3 4 5Latera l S haft-H ead D isp lacem ent, Y o, in .
0
400
800
1200
La
tera
l Lo
ad
, Po
, kip
s
MeasuredLPILE (Input p-y curve from O -Cell )SW Model
Static LoadPostliquefaction
am ax = 0.1g
am ax = 0.3g
R andomru = 0 .7
Lateral response of shaft MP-1 at Mount Pleasure test site (Cooper River Bridge)
Induced ru in the field = 1.0
, ru = 1