dynamics oil
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SOL DYNAM
CSSO
L DYNAM
CS
Dynamics SoilDynamics SoilPropertiesProperties
Derin N. UralDerin N. Ural
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Dynamic Soil PropertiesDynamic Soil Properties
Measurement of properties through field tests:Measurement of properties through field tests:
1.1. Low Strain TestsLow Strain Tests
These tests have shear strains < 0.001%These tests have shear strains < 0.001%
Based on theory of linear materialsBased on theory of linear materials
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Dynamic Soil PropertiesDynamic Soil Properties1. LOW STRAIN TESTS1. LOW STRAIN TESTS
A) Seismic Reflection TestA) Seismic Reflection Test
B)B) Seismic Refraction TestSeismic Refraction Test
C)C) Suspension Logging TestSuspension Logging Test
D)D) SteadySteady--State Vibration TestState Vibration Test
E)E) Spectral Analysis of Surface Wave Test (SASW)Spectral Analysis of Surface Wave Test (SASW)
F)F) Seismic CrossSeismic Cross--Hole TestHole TestG)G) Seismic DownSeismic Down--Hole TestHole Test
H)H) Seismic Cone TestSeismic Cone Test
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AA)) SeismicSeismic ReflectionReflection Method:Method:
sourcesource recieverreciever
2i2iHH
xx
vvp1p1
vvp2p2From source to reciever,From source to reciever,
ttdirectdirect = x/ v= x/ vp1p1
i = tani = tan --11 ( x/2H)( x/2H)
Find tFind treflectedreflected & H& H
Dynamic Soil PropertiesDynamic Soil Properties
LOW STRAIN TESTSLOW STRAIN TESTS
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Dynamic Soil PropertiesDynamic Soil Properties
LOW STRAIN TESTSLOW STRAIN TESTS
BB)) Seismic Refraction Method:Seismic Refraction Method:Seismic waves have different velocities in different typesSeismic waves have different velocities in different typesof soil. Waves are generated either by explosives, or strikingof soil. Waves are generated either by explosives, or striking
a metal plate with a hammer (geophone & seismograph ).a metal plate with a hammer (geophone & seismograph ).
Two types of stress waves:Two types of stress waves:
P WavesP Waves : plane waves: plane waves200 m/s in sands to 2500 m/s in clays200 m/s in sands to 2500 m/s in clays
S WavesS Waves : shear waves: shear waves
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Seismic Refraction MethodSeismic Refraction Method -- continued:continued:
PrinciplePrinciple::A) Longitudinal waves travel in straight lines in aA) Longitudinal waves travel in straight lines in a
medium of constant density.medium of constant density.
B) Waves are reflected when they come in contact withB) Waves are reflected when they come in contact withsoil strata of different density.soil strata of different density.
C) Determine seismic velocities & compare with knownC) Determine seismic velocities & compare with knownvalues.values.
Dynamic Soil PropertiesDynamic Soil Properties
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Seismic Refraction MethodSeismic Refraction Method -- continued:continued:
PP--wave velocity:wave velocity:
pp= E /(= E /(/g) */g) * (1(1--)/((1)/((1--22)(1+)(1+ )))) :: TTRR
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C) Suspension Logging TestC) Suspension Logging Test
Used commonly in petroleum exploration tests,Used commonly in petroleum exploration tests,
An impulsive pressure wave is generated in aAn impulsive pressure wave is generated in aborehole filled with water.borehole filled with water.
It is effective at great depths (up to 2 km!)It is effective at great depths (up to 2 km!)
Dynamic Soil PropertiesDynamic Soil PropertiesLOW STRAIN TESTSLOW STRAIN TESTS
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E) Spectral Analysis of Surface Wave Test (SASW)E) Spectral Analysis of Surface Wave Test (SASW)
Shallow Seismic ExplorationShallow Seismic Exploration
Quick, no borehole requiredQuick, no borehole required up to 100m depthup to 100m depth
Impulse or random noise sourceImpulse or random noise source output recordedoutput recordedand transformed to frequency domain by FFTand transformed to frequency domain by FFT
Rayleigh phase velocity vs. Wavelength is obtainedRayleigh phase velocity vs. Wavelength is obtained
sourcesourcerecieverreciever recieverreciever
dd11dd22
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FF)) Cross HoleCross Hole TestTest::Two holes are drilled a distance, L, apart. A verticalTwo holes are drilled a distance, L, apart. A vertical
impulse is created at the bottom of one of theimpulse is created at the bottom of one of theboreholes by an impulse. The shear waves generatedboreholes by an impulse. The shear waves generatedare recorded by a transducer at the other borehole.are recorded by a transducer at the other borehole.
MethodMethodShear wave velocity:Shear wave velocity: Vs = L / tVs = L / tShear modulusShear modulus : G=V: G=Vss
22 / g/ g
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FF)) DownDown /or Up/or Up HoleHole TestTest::OneOne holesholes isis drilled. A vertical impulse is created atdrilled. A vertical impulse is created at
the bottomthe bottom/or top/or top of one of the boreholes by anof one of the boreholes by animpulse. The shear waves generated are recordedimpulse. The shear waves generated are recordedby a transducer at theby a transducer at the toptop/or bottom/or bottom of theof theborehole.borehole.
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GG)) Seismic ConeSeismic Cone TestTest::
DownDown--hole testhole test withoutwithout thethe borehole.borehole.
Cone penetrometer has an accelerometer justCone penetrometer has an accelerometer justabove the friction sleeve.above the friction sleeve.
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22)) High Strain TestsHigh Strain Tests::
Soil strength is determined.Soil strength is determined.
A)A) Standard Penetration TestStandard Penetration Test
B)B) Cone Penetration TestCone Penetration Test
C)C) Dilatometer TestDilatometer TestD)D) Pressuremeter TestPressuremeter Test
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A) Standard Penetration TestA) Standard Penetration Test
Used for sandy soilsUsed for sandy soils
(N(N11))6060 = N C= N CNN (E(Emm / 0.6 E/ 0.6 Effff))Where :Where :
N : inN : in--situ SP Numbersitu SP Number
CCNN : overburden correction: overburden correctionEm : Hammer energyEm : Hammer energy
EEffff : theoretical free: theoretical free--fall hammer energyfall hammer energy
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B)B) CONE PENETRATION TESTCONE PENETRATION TEST
The end resistance of the cone at any depthThe end resistance of the cone at any depth
called thecalled the cone penetration resistancecone penetration resistanceis (qis (qcc))measured. qmeasured. qcc is the force required to advance theis the force required to advance thecone divided by the end area. Unlike the SPT, soilcone divided by the end area. Unlike the SPT, soil
samples cannot be recovered during the CPT.samples cannot be recovered during the CPT.
Applicable Not Applicable
Soft clays Very stiff clays
Fine to medium course
sands
Hard clays
gravels
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B)B) CONE PENETRATION TESTCONE PENETRATION TEST(contd)(contd)
Types of cones:Types of cones: Mechanical Cone (Dutch ConeMechanical Cone (Dutch Cone -- reading everyreading every
200 mm)200 mm)
Electrical Cone (constant readings)Electrical Cone (constant readings)
ElectricalElectrical PiezoconePiezocone
Friction Ratio :Friction Ratio :
FFRR== qqSS/q/qcc *100 (%)*100 (%)FFRR > 5% :clays5% :clays
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B)B) CONE PENETRATION TESTCONE PENETRATION TEST(contd)(contd)
qqCC qqSS FFRR uu((MpaMpa) (kPa) (%)) (kPa) (%) (kPa)(kPa)
Data collected during electrical CPTData collected during electrical CPT
Note:Note: qqCC can be correlated to :can be correlated to : ,D,Drr ,C,CUU, N, N
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C)C) THETHE DILATODILATOMETER TESTMETER TEST
At 10 to 20 cm, test is stopped and membrane is inflated byAt 10 to 20 cm, test is stopped and membrane is inflated bypressurized gas. Pressure where membrane moves 0.05 mmpressurized gas. Pressure where membrane moves 0.05 mm(p(poo) and center moves 1.1 mm (p) and center moves 1.1 mm (p11) is recorded.) is recorded.
Parameters obtained:Parameters obtained:
Material index :Material index : IIDD == (p(p11 pp00)) / (p/ (p11 uu00))
Horizontal Stress index :Horizontal Stress index : KKDD == (p(p00 uu00) /) / V0V0
Dilatometer Index :Dilatometer Index : EEDD = 34.7 (p= 34.7 (p11 pp00))
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D)D) THE PRESSUREMETER TESTTHE PRESSUREMETER TESTTheThe PressuremeterPressuremeter test is an intest is an in--situ test developed bysitu test developed byMenard in 1956. Applicable for :Menard in 1956. Applicable for : soft claysoft clay ,, fine tofine tomediummediumsandssands. The device consists of three parts. The device consists of three parts (top,(top, cell andcell andbottom) as shown below:bottom) as shown below:
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D)D) THE PRESSUREMETER TESTTHE PRESSUREMETER TEST
Also, the relationship between E and G is given byAlso, the relationship between E and G is given by
E=2(1+E=2(1+)G)G G=VG=V00
p/p/ VV
PressuremeterPressuremeter test results can also be used totest results can also be used todetermine thedetermine the at rest earth pressure coefficientat rest earth pressure coefficient::
KK00=p=p00//
Note:In France, shallow and deep foundation design is allNote:In France, shallow and deep foundation design is all
based onbased on pressuremeterpressuremeter tests.tests.
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Other:Other:
Geotomography:Geotomography:
InIn--situ densitysitu density Low strain stiffnessLow strain stiffness
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LABORATORYLABORATORY TESTTESTSS
A)A) Resonant Column TestResonant Column Test
Torsional or axial loadingTorsional or axial loading
Frequency and amplitude are controlledFrequency and amplitude are controlled
T = GJ dT = GJ d/dz, I/I/dz, I/Ioo == nnh/h/vvss tan ( wtan ( wnnh/h/vvss ))
h: specimen heighth: specimen heightI: mass moment of inertiaI: mass moment of inertia
J: Polar moment of inertiaJ: Polar moment of inertia
Example!Example!
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LABORATORYLABORATORY TESTTESTSS
B) Ultrasonic Pulse TestB) Ultrasonic Pulse Test
Wave propogation velocities measuredWave propogation velocities measured
Good for soft soilsGood for soft soils
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LABORATORYLABORATORY TESTTESTSS
C) Piezoelectric Bender Element TestC) Piezoelectric Bender Element Test
Vs measuredVs measured
Dynamic Soil PropertiesDynamic Soil PropertiesLOW STRAIN TESTSLOW STRAIN TESTS
+voltage -voltageDirectionof wave
t : between pulses
x: distance betweenbender elements
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LABORATORYLABORATORY TESTTESTSS
2. High Strain Element Tests2. High Strain Element TestsA)A) Cyclic Triaxial TestCyclic Triaxial Test
B)B) Cyclic Direct Simple Shear TestCyclic Direct Simple Shear TestC)C) Cyclic Torsional Shear TestCyclic Torsional Shear Test
D)D) Model TestsModel Testsi) Shaking Table Testsi) Shaking Table Tests
ii) Centrifuge Testsii) Centrifuge Tests
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LABORATORYLABORATORY TESTTESTSS
A)A) Cyclic Triaxial TestCyclic Triaxial Test
Measures dynamic soil properties,Measures dynamic soil properties,
Axial stress is cycled at 1 HzAxial stress is cycled at 1 Hz
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LABORATORYLABORATORY TESTTESTSS
D)D) Model TestsModel Tests
Prototype structures are cyclically loaded.Prototype structures are cyclically loaded.
(i) Up to 1g acceleration: SHAKING TABLE(i) Up to 1g acceleration: SHAKING TABLE
(ii) Increased Gravitational Fields: CENTRIFUGE(ii) Increased Gravitational Fields: CENTRIFUGE
Challenges: Similitude & boundary effectsChallenges: Similitude & boundary effects
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LABORATORYLABORATORY TESTTESTSS
D)D) Model TestsModel Tests
(i)(i) SHAKING TABLESHAKING TABLE
MDOFMDOF
Driven by servohydraulic actuators whoseDriven by servohydraulic actuators whose
dynamic loading capacities are controlled bydynamic loading capacities are controlled by
hydraulic pumpshydraulic pumps
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LABORATORYLABORATORY TESTTESTSSD)D) Model TestsModel Tests
(ii) CENTRIFUGE(ii) CENTRIFUGE
1/N scale model located at distance,r, from axis1/N scale model located at distance,r, from axis
of centrifuge is rotated atof centrifuge is rotated at = = ((N/r)N/r)
Acceleration is raised N times gracityAcceleration is raised N times gracity
Overall behavior of prototype (displ/stress)Overall behavior of prototype (displ/stress)
should be same as fullshould be same as full--scale modelscale model
i.e., 30 m dam will be 30 cm, and since size 1/100, accelerationi.e., 30 m dam will be 30 cm, and since size 1/100, acceleration: 100g!: 100g!
Dynamic Soil PropertiesDynamic Soil PropertiesHigh Strain TestsHigh Strain Tests