By Claudia Medina Marcelo Gonzalez Ahmed Elgamal Rensselaer Polytechnic Institute
20
NEES-Pile: Experimental and Computational Study of Pile Foundations Subjected to Liquefaction-Induced Lateral Spreading FEM Simulation of test SG1 By Claudia Medina Marcelo Gonzalez Ahmed Elgamal Rensselaer Polytechnic Institute August 20 th , 2007
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NEES-Pile: Experimental and Computational Study of Pile Foundations Subjected to Liquefaction-Induced Lateral Spreading FEM Simulation of test SG1. By Claudia Medina Marcelo Gonzalez Ahmed Elgamal Rensselaer Polytechnic Institute August 20 th , 2007. - PowerPoint PPT Presentation
Transcript of By Claudia Medina Marcelo Gonzalez Ahmed Elgamal Rensselaer Polytechnic Institute
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NEES-Pile: Experimental and Computational Study of Pile Foundations Subjected to Liquefaction-Induced Lateral Spreading
FEM Simulation of test SG1
By Claudia MedinaMarcelo GonzalezAhmed Elgamal
Rensselaer Polytechnic InstituteAugust 20th, 2007
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VARIABLES OF THE SOFTWARE:
MASS DENSITYREF. SHEAR WAVE VELOCITYREF. MEAN CONFINEMENTCONFINEMENT DEPENDENCE COEF.KoCOHESIONFRICTION ANGLEPEAK SHEAR STRAINNUMBER OF YIELD SURFACEDILATION ANGLECONTRACTION PARAMETER 1CONTRACTION PARAMETER 2DILATION PARAMETER 1DILATION PARAMETER 2LIQUEFACTION PARAMETER 1PERMEABILITY COEFICIENT
CYCLIC 1DSIMULATION: Model (Ahmed Elgamal, Zhaohui Yang, Jinchi Lu)
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C1: DICTATES THE RATE OF PORE PRESSURE BUILDUP UNDER UNDRAIN CONDITION, 0.3 0.0 (VERY LOOSE TO VERY DENSE SAND)
C2: REFLECTS THE EFFECT OF OVERBURDEN PRESSURE ON CONTRACTION BEHAVIOR, 0.2 0.6 (VERY LOOSE TO VERY DENSE)
D1: DICTATES THE RATE OF VOLUME EXPANTION (OR REDUCTION OF PORE PRESSURE), 0.0 0.6 (VERY LOOSE TO VERY DENSE)
D2: REFLECT THE EFFECT OF ACCUMULATED SHEAR STRAIN ON DILATION BEHAVIOR, 10
LIQUEFACTION PARAMETER: DICTATES THE EXTENT OF SHEAR STRAIN ACCUMULATION, 0.025 0.0 (VERY LOOSE TO VERY DENSE)
SIMULATION: Model (Ahmed Elgamal, Zhaohui Yang, Jinchi Lu)
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CALIBRATION using Taboadas centrifuge tests(Gonzalez, 2006)
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CALIBRATION using Taboadas centrifuge tests(Gonzalez, 2006)
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CALIBRATION using Taboadas centrifuge tests(Gonzalez, 2006)
Chart5
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-9.6-7.5
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-9.1
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-6.7
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-5.6
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-5.3
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-4.7
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-3.7
-3.6
-3.5
-3.4
-3.3
-3.2
-3.1
-3
-2.9
-2.8
-2.7
-2.6
-2.5
-2.4
-2.3
-2.2
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-1.9
-1.8
-1.7
-1.6
-1.5
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-1.3
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0.000000149
Cyclic 1D
Centrifuge
Lateral displacement, cm
Depth, m
Sheet3
00
0.010.0000626666
0.020.0002486899
0.030.0005521868
0.040.0009635073
0.050.0014694631
0.060.0020536413
0.070.0026967963
0.080.0033773117
0.090.0040717217
0.10.0047552826
0.110.0054025799
0.120.0059881604
0.130.0064871737
0.140.0068760108
0.150.0071329239
0.160.0072386164
0.170.0071767874
0.180.0069346192
0.190.0065031975
0.20.0058778525
0.210.0050584136
0.220.0040493701
0.230.0028599337
0.240.0015039988
0.25-0
0.26-0.001629332
0.27-0.0033573135
0.28-0.0051537437
0.29-0.0069854283
0.3-0.0088167788
0.31-0.0106104801
0.32-0.0123282119
0.33-0.0139314108
0.34-0.0153820599
0.35-0.016643489
0.36-0.0176811705
0.37-0.0184634945
0.38-0.0189625078
0.39-0.0191546014
0.4-0.0190211303
0.41-0.0185489546
0.42-0.0177308864
0.43-0.0165660347
0.44-0.0150600363
0.45-0.0132251682
0.46-0.0110803345
0.47-0.008650927
0.48-0.0059685573
0.49-0.0030706642
0.50
0.510.0031959975
0.520.0064659371
0.530.0097553006
0.540.0130073492
0.550.0161640944
0.560.019167319
0.570.0219596274
0.580.0244855098
0.590.026692398
0.60.0285316955
0.610.0299597611
0.620.0309388286
0.630.0314378419
0.640.031433192
0.650.0309093368
0.660.0298592927
0.670.0282849855
0.680.0261974503
0.690.0236168752
0.70.0205724838
0.710.0171022554
0.720.0132524839
0.730.0090771809
0.740.0046373296
0.75-0
0.76-0.0047626629
0.77-0.0095745607
0.78-0.0143568576
0.79-0.0190292701
0.8-0.0235114101
0.81-0.0277241578
0.82-0.031591043
0.83-0.0350396089
0.84-0.0380027362
0.85-0.0404199019
0.86-0.0422383518
0.87-0.0434141627
0.88-0.0439131761
0.89-0.0437117827
0.9-0.0427975432
0.91-0.0411696309
0.92-0.0388390846
0.93-0.0358288658
0.94-0.032173714
0.95-0.0279197995
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0.97-0.0178540408
0.98-0.0121858045
0.99-0.0062039951
10
1.010.0062666617
1.020.0124344944
1.030.0184062276
1.040.0240876837
1.050.0293892626
1.060.0342273553
1.070.0385256621
1.080.0422163963
1.090.0452413526
1.10.0475528258
1.110.0491143625
1.120.0499013364
1.130.0499013364
1.140.0491143625
1.150.0475528258
1.160.0452413526
1.170.0422163963
1.180.0385256621
1.190.0342273553
1.20.0293892626
1.210.0240876837
1.220.0184062276
1.230.0124344944
1.240.0062666617
1.25-0
1.26-0.0062666617
1.27-0.0124344944
1.28-0.0184062276
1.29-0.0240876837
1.3-0.0293892626
1.31-0.0342273553
1.32-0.0385256621
1.33-0.0422163963
1.34-0.0452413526
1.35-0.0475528258
1.36-0.0491143625
1.37-0.0499013364
1.38-0.0499013364
1.39-0.0491143625
1.4-0.0475528258
1.41-0.0452413526
1.42-0.0422163963
1.43-0.0385256621
1.44-0.0342273553
1.45-0.0293892626
1.46-0.0240876837
1.47-0.0184062276
1.48-0.0124344944
1.49-0.0062666617
1.50
1.510.0062666617
1.520.0124344944
1.530.0184062276
1.540.0240876837
1.550.0293892626
1.560.0342273553
1.570.0385256621
1.580.0422163963
1.590.0452413526
1.60.0475528258
1.610.0491143625
1.620.0499013364
1.630.0499013364
1.640.0491143625
1.650.0475528258
1.660.0452413526
1.670.0422163963
1.680.0385256621
1.690.0342273553
1.70.0293892626
1.710.0240876837
1.720.0184062276
1.730.0124344944
1.740.0062666617
1.75-0
1.76-0.0062666617
1.77-0.0124344944
1.78-0.0184062276
1.79-0.0240876837
1.8-0.0293892626
1.81-0.0342273553
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1.87-0.0499013364
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1.99-0.0062666617
20
2.010.0062666617
2.020.0124344944
2.030.0184062276
2.040.0240876837
2.050.0293892626
2.060.0342273553
2.070.0385256621
2.080.0422163963
2.090.0452413526
2.10.0475528258
2.110.0491143625
2.120.0499013364
2.130.0499013364
2.140.0491143625
2.150.0475528258
2.160.0452413526
2.170.0422163963
2.180.0385256621
2.190.0342273553
2.20.0293892626
2.210.0240876837
2.220.0184062276
2.230.0124344944
2.240.0062666617
2.250
2.26-0.0062666617
2.27-0.0124344944
2.28-0.0184062276
2.29-0.0240876837
2.3-0.0293892626
2.31-0.0342273553
2.32-0.0385256621
2.33-0.0422163963
2.34-0.0452413526
2.35-0.0475528258
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2.38-0.0499013364
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2.49-0.0062666617
2.5-0
2.510.0062666617
2.520.0124344944
2.530.0184062276
2.540.0240876837
2.550.0293892626
2.560.0342273553
2.570.0385256621
2.580.0422163963
2.590.0452413526
2.60.0475528258
2.610.0491143625
2.620.0499013364
2.630.0499013364
2.640.0491143625
2.650.0475528258
2.660.0452413526
2.670.0422163963
2.680.0385256621
2.690.0342273553
2.70.0293892626
2.710.0240876837
2.720.0184062276
2.730.0124344944
2.740.0062666617
2.750
2.76-0.0062666617
2.77-0.0124344944
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2.8-0.0293892626
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3-0
3.010.0062666617
3.020.0124344944
3.030.0184062276
3.040.0240876837
3.050.0293892626
3.060.0342273553
3.070.0385256621
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3.250
3.26-0.0062666617
3.27-0.0124344944
3.28-0.0184062276
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3.3-0.0293892626
3.31-0.0342273553
3.32-0.0385256621
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3.5-0
3.510.0062666617
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3.560.0342273553
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3.670.0422163963
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3.690.0342273553
3.70.0293892626
3.710.0240876837
3.720.0184062276
3.730.0124344944
3.740.0062666617
3.750
3.76-0.0062666617
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3.8-0.0293892626
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4-0
4.010.0062666617
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5-0
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5.5-0
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6-0
6.010.018799985
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0.482448.2390-1.800.00120.1158-1.75
0.482248.2220-1.700.00110.1082-1.65
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0.481548.1450-1.000.00060.0602-0.95
0.481448.1380-0.900.00050.0533-0.85
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Sheet1
Taboada
Software
Prototype slope angle (degrees)
Ground Displacement, (cm)
Sheet2
Cyclic 1D
Centrifuge
Lateral displacement, cm
Depth, m
Cyclic 1D
Centrifuge
Shear Strain, %
Depth, m
T3T6T9T12S3S6S9S12
00.10.30.40.50.363680.830941.30291.5466
0.50.10.250.350.40.363680.830941.30291.5466
2.50.080.080.150.180.363560.830891.30311.547
50.040.060.10.150.339240.758621.17511.3812
7.50.020.020.050.080.489830.486660.487440.44098
1000000000
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00000000
00000000
00000000
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T3
S3
T6
S6
T9
S9
T12
S12
MBD0013573F.xls
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Time (sec)
Acceleration (g)
Acceleration vs. time
f
Soil Properties of a 6 m high soil column
Assumptions:
Uniform soil layer overlying on rigid rock
Small damping
Lateral pressure coefficient, K0 = 0.5
Calculations:
ParameterSoil Type
Fully Saturated (Dr = 30%)Fully Saturated (Dr = 40%)Fully Saturated (Dr = 70%)Dry Soil (Dr = 30%)Dry Soil (Dr = 70%)
Uniform soil layer thickness, H (m)66666
Average soil depth (m)33333
Relative density, Dr (%)3040703070
(OS#55 Ottawa sand: emax = 0.8, emin = 0.6)
Void Ratio, e0.7400.7200.6600.7400.660
Specific gravity, Gs2.652.652.652.652.65
Saturated/Dry unit weight, g (kN/m3)19.119.219.614.915.7
Lateral pressure coefficient, k00.50.50.50.50.5
Ave. Mean effective stress, s' (kPa)1919203031
s' (psf)388392406623653
For round grains:(Hardin and Black 1968)
Gmax = (22.52-10.60e)2 x s'3/5/(1+e) for s' < 2000 psf
(Gmax is in psi and s' is in psf)
Ave. Shear modulus, Gmax (psi)44234637533658777090
Gmax (MPa)3132374149
Ave. Shear wave velocity, Vs (m/s)125128136163175
Fundamental natural frequency, f0 = Vs/(4H) (Hz)5.25.35.76.87.3
Liquefaction Resistance
Cyclic Triaxial Test Results:
Testing Conditions -
Sand: OS#55 Ottawa Sand
CSR = 0.2
Initial confining stress = 100 kPa
Fully saturated.
Results -
Dr = 30%, e = 0.740 : NL at +/- 5% axial strain = 5
Dr = 70%, e = 0.660 : NL at +/-5% axial strain = 25
Cyclic 1D
Soil Properties of a 6 m high soil column
Uniform soil layer overlying on rigid rock
Small damping
Uniform soil layer thickness, H (m)6
Lateral pressure coefficient, K0 =0.5
Relative density, Dr (%) Fully saturated=40(OS#55 Ottawa sand: emax = 0.8, emin = 0.608)
Void Ratio, e =0.720
Specific gravity, Gs =2.65
Saturated/Dry unit weight, g (kN/m3)19.2
Permeability (m/s)1 x 10-5
Calculations:
Parameter
soil depth (m)0.61.834.25.410
Ave. Mean effective stress, s' (kPa)41119263463
s' (psf)782353925497061307
For round grains:(Hardin and Black 1968)
Gmax = (22.52-10.60e)2 x s'3/5/(1+e) for s' < 2000 psf
(Gmax is in psi and s' is in psf)
Ave. Shear modulus, Gmax (psi)176534134637567465979548
Gmax (MPa)122432394666
Ave. Shear wave velocity, Vs (m/s)79110128141152183
Fundamental natural frequency, f0 = Vs/(4H) (Hz)3.34.65.35.96.4
Liquefaction Resistance
Cyclic Triaxial Test Results:
Testing Conditions -
Sand: OS#55 Ottawa Sand
CSR = 0.2
Initial confining stress = 100 kPa
Fully saturated.
Results -
Dr = 30%, e = 0.740 : NL at +/- 5% axial strain = 5
Dr = 70%, e = 0.660 : NL at +/-5% axial strain = 25
Cyclic 1D (2)
Soil Properties of a 6 m high soil column
Uniform soil layer overlying on rigid rock
Small damping
Uniform soil layer thickness, H (m)6
Lateral pressure coefficient, K0 =0.5
Relative density, Dr (%) Fully saturated=40
Permeability (m/s)1 x 10-5
Calculations:
Parameter
Loose, sand permeabilityMedium, sand permeabilityMedium-dense, sand permeability
soil depth (m)101010
Ave. Shear wave velocity, Vs (m/s)185205225
Specific gravity, Gs2.652.652.65
Saturated/Dry unit weight, g (kN/m3)19.219.219.2
Ave. Mean effective stress, s' (kPa)636363
s' (psf)130413041304
Gmax (MPa)678299
Ave. Shear modulus, Gmax (psi)97081192014360
For round grains:(Hardin and Black 1968)
Gmax = (22.52-10.60e)2 x s'3/5/(1+e) for s' < 2000 psf
(Gmax is in psi and s' is in psf)9708.912684284111960.632268222314352.4474531721
Void Ratio, e0.7110.6050.51
Relative density, Dr (%)46.3541666667101.5625151.0416666667
Liquefaction Resistance
Cyclic Triaxial Test Results:
Testing Conditions -
Sand: OS#55 Ottawa Sand
CSR = 0.2
Initial confining stress = 100 kPa
Fully saturated.
Results -
Dr = 30%, e = 0.740 : NL at +/- 5% axial strain = 5
Dr = 70%, e = 0.660 : NL at +/-5% axial strain = 25
Motion-1
Input Motion for Laminar Box Shaking
Acceleration - Velocity - Displacement Time Histories
Proposed Motion - 1
Description: Sinusoidal Motion, amax = 0.3g
umax =0.740in
f =2Hz
U=Umaxsin(wt)
t (s)u (in)v (in/s)a (g)
0.000.0000.0230.003
0.020.0010.0450.004
0.040.0020.0840.004umax =0.74in
0.060.0040.1120.003f =2Hz
0.080.0060.1250.001
0.100.0090.121-0.002
0.120.0110.098-0.004
0.140.0130.058-0.006
0.160.0130.003-0.008
0.180.013-0.063-0.009
0.200.011-0.133-0.009
0.220.008-0.202-0.008
0.240.003-0.263-0.007
0.26-0.003-0.308-0.005
0.28-0.010-0.332-0.002
0.30-0.016-0.3320.002
0.32-0.023-0.3040.006
0.34-0.029-0.2480.009
0.36-0.033-0.1660.012
0.38-0.035-0.0620.014
0.40-0.0350.0570.016
0.42-0.0330.1830.016
0.44-0.0280.3080.015
0.46-0.0210.4210.013
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13.40-0.7042.8
