SlideShare a Scribd company logo
1 of 33
Download to read offline
4/20/2015
1
2nd Int. Conf. Deep Foundations, Field
Testing & Construction
Seismic CPT (SCPT)
Peter K. Robertson
Santa Cruz, Bolvia
May.2015
CPT Guide
6th Edition
2015
Download FREE copy from:
www.greggdrilling.com
www.cpt-robertson.com
www.geologismiki.gr
Free Webinars:
www.greggdrilling.com/webinars
Robertson
& Cabal (Robertson)
Robertson, 2015
4/20/2015
2
History of CPT
• First developed in 1930’s as mechanical cone
• Electric cones developed in 1960’s
• Primary device for off-shore investigations since
1970’s
• Major advancements since 1970:
– Pore pressure measurements (CPTu)
– More reliable load cells & electronics
– Addition of seismic for shear wave velocity (SCPTu)
– Additional sensors for environmental applications
– Significant increase in documented case histories
Basic Cone Parameters
Sleeve Friction
fs = load/2rh
Pore Pressure, u2
Tip Resistance
qc = load/ r
2
Robertson, 2015
4/20/2015
3
Cone Penetration Test (CPT)
ADVANTAGES:
• Fast and continuous profiling
• Repeatable and reliable data
• Economical and productive
• Strong theoretical basis for interpretation
• More than one measurement (qc, fs, u)
• Additional sensors (e.g. seismic Vs & Vp)
LIMITATIONS:
• Somewhat high capital investment
• Somewhat skilled operators
• No soil sample (during CPT)
• Penetration restricted in gravels/cemented
layers (same as SPT) qc
fs
u2
Example CPT Soil Sampling
CPT (Piston-Type) Sampler
• Single-Tube System
• 30cm (12”) long by 25mm (1 ”) diameter
4/20/2015
4
Example CPT pushing equipment
CPTu Interpretation
Soil Type
– Soil behavior type (SBT)
In-situ State
– Relative density (Dr) or State Parameter (y) and OCR
Strength
– Peak friction angle (f’) and undrained strength (su)
Stiffness/compressibility
– Shear (Go), Young’s (E’) and 1-D constrained (M)
Consolidation/permeability
– Coeff of consolidation (cv) and permeability (k)
4/20/2015
5
CPT - Soil Behavior Type (SBT)
Non-Normalized Classification Chart
Friction Ratio (%), Rf
1000
10
1
0 1 2 3 4 5 6 7 8
100
3
1
4
5
6
7
8
9
10 12
11
2
ConeResistance(bar)qt
CPT SBT based on in-situ
soil behavior
characteristics (i.e.
strength, stiffness &
compressibility) - not the
same as traditional
classification based on
physical characteristics
(i.e. Atterberg Limits and
grain size distribution)
carried out on disturbed
samples
After Robertson & Campanella, 1986
SANDS
CLAYS
MIXED SOILS
Example CPT Data Presentation
Example CPTu Plot
4/20/2015
6
Dimensionless SBT chart
In 2010 Robertson
(CPT’10) updated the
SBT chart to use
dimensionless
parameters and to
simplify the chart to 9
zones to be consistent
with the normalized
SBT chart (Robertson,
1990)
pa = atmospheric pressure = 100
kPa = 1 tsf
Robertson, 2015
CPT- Normalized SBT Chart
q-tvo
s
s'vo
0.1
1
100
10
1000
1 10
Normalized Friction Ratio
1
2
3
4
5
6
7 8
9
j '
Normalized Classification Chart
fs
x 100%
q-t vo
s
NormalizedConeResistance
Zone Normailzed Soil Behavior Type
1
2
3
4
5
6
7
8
9
sensitive fine grained
organic material
clay to silty clay
clayey silt to silty clay
silty sand to sandy silt
clean sands to silty sands
gravelly sand to sand
very stiff sand to clayey sand
very stiff fine grained
CLAYS
Undrained
SANDS
Drained
MIXED SOILS
Partially drained
After Robertson, 1990
4/20/2015
7
CPT SBT Index, Ic
Soil Behavior Type
Index, Ic
Ic = [(3.47 – log Q)2 + (log F+1.22)2]0.5
Function primarily of
Soil Compressibility
Compressibility linked to
soil plasticity &
amount/type of fines
Increasing compressibility
SANDS
CLAYS
Generalized CPT Soil Behaviour Type
CPT Soil Behaviour
CD: Coarse-grain-Dilative
(mostly drained)
CC: Coarse-grain-Contractive
(mostly drained)
FD: Fine-grain-Dilative
(mostly undrained)
FC: Fine-grain-Contractive
(mostly undrained)
Modified from Robertson, 2012
4/20/2015
8
Example CPT - UBC Fraser River
Clean Sand
NC Clay
Organic SILT
silty sand
Fraser River Delta, Vancouver, BC (UBC)
Campanella & Robertson, 1983
Holocene-age deltaic deposit
Example CPT - UBC Fraser River
Clean Sand
NC Clay
Organic SILT
silty sand
Normalized CPT Parameters
Fraser River Delta, Vancouver, BC (UBC)
Campanella & Robertson, 1983
4/20/2015
9
Seismic CPT
• >30 years experience (1983)
• Simple, reliable, and inexpensive
• Direct measure of soil stiffness
– Small strain value, Go = ρ·Vs
2
• Typically 1 meter intervals
• Combines qc and Vs profile in same soil
UD
tube
Cased
Boreholes
SPT: N60
VST: su, St
CHT:
Vs, Vp
SOFT
CLAY
FIRM
SAND
CONVENTIONAL DRILLING
& SAMPLING
DIRECT-PUSH
TECHNOLOGY
Drop
Hammer
SCPTù
qt
fs
u2
t50
Vs
Oscilloscope
PMT: E’
Packer: kvh
Lab
old new After Mayne, 2010
Fast 2cm/s
Continuous
Repeatable
Cost effective
4/20/2015
10
Main seismic waves
P-waves
(compression)
S-waves
(shear)
Rayleigh
surface-waves
(mostly shear)
Why are seismic velocities helpful?
After Jamiolkowski, 2012
4/20/2015
11
Vs is direct measure of
small strain shear
modulus, Go (or Gmax)
Go = rt (Vs)2
rt = g/g
Small strain (elastic) shear
modulus, Go ( or Gmax) is a
fundamental soil
parameter (g < 10-4 %)
After Jamiolkowski, 2012
Plastic
(excess pore pressures)
Elastic
G
G/Go
After Jamiolkowski, 2012
• Vp contolled by degree
of saturation in most
soils
• Vp ~ 1500 m/s (5000ft/s)
in saturated soil
• Vp can be used to
detect Sr < 100%
• Vs independent of
saturation and GWL
• Vs controlled by in-situ
effective stresses, density,
age & cementation
4/20/2015
12
Basic Seismic CPT Configuration
Seismic CPT using a Drill-rig
1990 U of Alberta
4/20/2015
13
Modern CPT Trucks
Trucks with build-in
seismic beam
Seismic beam
Polarized shear wave traces
Vs = (L2 – L1)
(T2 – T1)
L = calculated straight path
distance from source to receiver
(use horizontal offset X & vertical
depth D)
(T2 – T1) = time difference
After Butcher et al 2005 (ISSMGE TC 10)
Left-hit
Right-hit
L
D
X
DD = 1m
4/20/2015
14
True & Pseudo-time interval
True-time Pseudo-time
After Butcher et al 2005 (ISSMGE TC 10)
True & Pseudo-time interval
• In general, little
difference between
true- and pseudo-time
interval methods
• Pseudo-time interval
requires only 1 seismic
sensor
• True-time allows real-
time automatic velocity
calculation
After Robertson et al, 1986
<2% error
4/20/2015
15
SCPT polarized wave traces
Compilation of 2 hits in each direction
(red – left & green –right)
(beam source, offset = 0.5m, 1 geophone)
55m
30m
(5ft) 1.5m intervals
Example Seismic CPT
600m/s0
30m
54m
0
1.5m intervals
4/20/2015
16
Example Seismic CPT
Example - downtown San Francisco
Good
agreement
with other
seismic
methods
(10ft) 3m intervals
Automatic seismic source
Automatic hammer source
“AutoSeis” – Georgia Tech
(Mayne & McGillivray, 2005)
Single hammer
1m intervals
Simple repeatable source
4/20/2015
17
Mayne, 2014 (ConeTec)
~10cm intervals
Seismic CPT System Configuration
After Mayne, 2014
SCPTu
7 measurements!
qt
fs
u2
Vs (Vp)
t50
uo
i
diss
4/20/2015
18
Seismic CPT - Advantages
• 30 years experience (~1983)
• Simple, reliable, and inexpensive
• Direct measure of small strain soil stiffness
• Typically 1 meter intervals
• Combines CPT measurements (qc, fs, u) and
seismic Vs (Vp) profile in same soil (very cost
effective)
SCPT Applications
• Direct measure of soil stiffness
– Settlement calculations
– Input for numerical modeling (stress-strain)
• Estimation of soil parameters based on Vs
• Evaluation of soil liquefaction based on Vs
• Determination of saturation based on Vp
• Identification of ‘unusual’ soils
– i.e. soils with microstructure
• Link to lab testing (Vs in-situ and lab)
4/20/2015
19
Direct measure of soil stiffness
• Small strain shear modulus, Go = r (Vs)2
– key parameter in soil dynamics (Go = Gmax)
• Link to small strain Young’s modulus, Eo
Eo = 2Go (1+u) ~ 2.4 Go
u = poisson’s ratio ~ 0.2 (drained small strains)
• Soften to strain level of interest
– for g ~ 0.1%, soften by ~ 0.4
– E’0.1% ~ Go
Mobilized stiffness for design
Modified hyperbola based on mobilized stress
level (Fahey, 1998)
G/Go = 1 – f (t/tmax)g = 1-f (1/FS)g
Aged
Young
where FS (factor of safety)
FS = t/tmax = q/qult
For uncemented, unstructured soils
f ~ 1.0 and g ~ 0.3
Mayne, 2014
4/20/2015
20
Mobilized stiffness for design
Mobilized modulus for footing design
E’ = 2.4 Go [1- (q/qult)0.3]
G/Go
Aged
Young
Modulus can be
varied as a function
of degree of loading
to produce full load-
settlement curve
FS = 4
Texas A & M Footing - sand
Based on 1-D M from CPT
Eocene
OC sand
After Mayne, 2000
4/20/2015
21
Load-settlement – elastic solution
• Poulos and Davis, 1990 (see Mayne, 2000)
• Soil modulus either constant or linearly
increasing with depth
Axial pile settlement, s (both shaft and base)
s = Q Ip / Esl Dp
where: Esl = Eo (1 – Q/Qult)0.3)
and Eo = 2.5 Go and Go =r Vs
2
Case History - Drilled Shaft
Opelika NGES, Alabama
(Brown, ASCE JGGE, Dec. 2002)
Eight Drilled Shafts:
d = 3 feet
L = 36 feet
Construction Methods
 Dry (Cased)
 Bentonite
 Dry Polymer Slurry
 Liquid Polymer Slurry
After Mayne, 2000
4/20/2015
22
SCPT at Opelika NGES, Alabama
Piedmont Residual fine sandy silts
0
2
4
6
8
10
12
0 2 4 6 8
qt (MPa)
DepthBGS(m)
0
2
4
6
8
10
12
0 100 200 300
fs (kPa)
0
2
4
6
8
10
12
-100 0 100 200
u2 (kPa)
0
2
4
6
8
10
12
0 200 400
Vs (m/s)
SCPTu
SDMT
Crosshole
SASW
uo
After Mayne, 2000
Axial Drilled Shaft Load Test Opelika, AL
0
5
10
15
20
25
30
0 1 2 3
Axial Load, Q (MN)
TopDeflection(mm)
Qtotal = Qs + Qb
Pred. Qs
Pred. Qb
Meas. Total
Meas. Shaft
Meas. Base
Drilled
Shaft 01
(cased)
d = 0.91 m
L = 11.0 m
Q (total)
Q shaft
Q base
After Mayne, 2000
4/20/2015
23
Estimating stress-strain curves
Soft clay
Burswood, Perth,
Australia (Chung, 2005)
Natori river sand
(young, uncemented)
Japan (Mimura, 2003)
Mayne, 2014
Drained triaxial test
Undrained simple shear
Estimating soil parameters
Summary by Mayne (2014) – www.cpt14.com
•Independent estimate based on Vs:
Young, uncemented soils
–Soil unit weight,
gt (KN/m3) = 8.32 log (Vs) 1.61z Vs(m/s) & z (m)
–Peak friction angle (sands)
f’ = 3.9 (Vs1)0.44 Vs1 = Vs (s’vo/pa)0.25 m/s
–Undrained shear strength, su (clays)
• su (kPa) = (Vs/7.93)1.59 Vs (m/s)
Careful with units - not commonly used
4/20/2015
24
Estimating void ratio (e) from Vs
After Cunning et al 1995
Applies to very young, uncemented silica-based sands
Vs1 = (A – B e) Ko
0.125 (A & B soil specific)
Lab Testing
Estimating porosity (n) from Vs & Vp
Very sensitive to accuracy of Vs & Vp
After Jamiolkowski (2014) & Foti et al (2002)
emax
emin
4/20/2015
25
Evaluation of cyclic liquefaction
Cyclic Liquefaction:
100 < Vs1 < 230 m/s
No liquefaction:
Vs1 > 250 m/s
Young, uncemented
soils
No effect of ‘fines’
Zelazny-Most Copper tailings pond – After Jamiolkowski, 2014 (CPT14)
Estimating saturation from Vp measurements
4/20/2015
26
Non-textbook – ‘unusual’ soil
• Most existing published experience/research
based on typical “ideal” ground
– Young, uncemented: soft clay and clean silica sand
• Limited published experience/research on non-
textbook “unusual” ground
– stiff fissured clays, soft rock, intermediate soils
(silts), calcareous soils, man-made ground, tailings,
older and/or cemented soils
• Microstructure often used to describe soils with
‘unusual’ characteristics
Identification of ‘unusual’ soils
• CPT penetration resistance, qt – mostly large
strain response – mostly controlled by peak
strength
• Shear wave velocity, Vs – small strain
response – controlled by small strain stiffness
• Potential to identify ‘unusual’ soils from
SCPT by measuring both small and large strain
response
4/20/2015
27
Vs and CPT
• Vs controlled mainly by: state (relative density &
OCR), effective stresses, age and cementation
• CPT tip resistance, qt, controlled mainly by:
state (relative density & OCR), effective stresses,
and to lesser degree by age and cementation
• Strong relationship between qt and Vs, but
depends mainly on age and cementation
(i.e. microstructure)
Estimating age and/or cementation
After Eslaamizaad and Robertson, 1996 and Schnaid, 2005
Go/qt
Qtn
young & uncemented
Low compressibility
Age
Cementation/BondingHigh compressibility
4/20/2015
28
Estimating age and/or cementation
Go/qt
Normalized cone resistance, Qtn
young & uncemented
Low compressibility
Age
Cementation/Bonding
Schneider & Moss, 2011
KG = (Go/qt)(Qtn)0.75
High compressibility
Scheider & Moss, 2011
Young uncemented
Young uncemented sands
Aged sandsCemented/calcareous
SCPT data
in sands
K*
G = (Go/qt)(Qtn)0.75
4/20/2015
29
Estimating age and/or cementation
Schneider & Moss, 2011
K*
G = (Go/qt)(Qtn)0.7
–If K*
G > 330 potentially aged and/or cemented
–If K*
G < 200 potentially very young & uncemented
Difference between ‘geologic-age’ and
‘behaviour-age’
–e.g. past soil liquefaction events can re-set age clock?
(also - Andrus et al, 2007)
Estimated Vs based on CPT
Soils with same
Vs1 have similar
(small strain)
behavior
Young (Holocene to
Pleistocene-age)
uncemented soils
Based on large SCPT
database (>1,000 data
points)
Increasing stiffness
Robertson, 2009
4/20/2015
30
Estimated Vs based on CPT
Soils with same
Vs1 have similar
(small strain)
behavior
Young (Holocene to
Pleistocene-age)
uncemented soils
Based on case histories of
flow liquefaction
& lab results
Increasing stiffness
Robertson, 2010
CONTRACTIVE
DILATIVE
Vs1 ~ 160m/s
Estimating age and/or cementation
Ic = 2.60
Ic = 1.90
Ic = 1.60
Ic = 1.30
Ic = 3.00
Data from Eslaamizaad and Robertson, 1996
Go/qt
Qtn
Cementation
Aging
4/20/2015
31
Example Vs measured vs estimated
Example - young, uncemented soils – downtown San Francisco
Example Vs measured vs estimated
Example – Nevada, USA
4/20/2015
32
Summary
• SCPT is a very powerful in-situ test
– Cost effective way to add Vs (Vp) to CPT
– Up to 7 measurements in 1 test (qt, fs, u, Vs, t50, uo, i)
• Vs is a direct measure of soil stiffness
• Helpful for:
– Settlement calculations & stress-strain relationship
– Liquefaction evaluation
– Identification of ‘unsual’ soil (age & cementation)
– Saturation using Vp
Summary
Should all CPT’s at a site be SCPTu?
– Common to make ~20 to 30% of CPT’s using SCPT
– Identify site specific relationship between qt and Vs
– Identify if soils are either ‘well-behaved’ or
‘unusual’
• e,g, will traditional correlations (based on ‘well-behaved’
soils) apply?
Continued growth in use and application of
SCPTu
4/20/2015
33
Questions?

More Related Content

What's hot

Tunnelling & underground design (Topic6-sequential excavation & squeezing)
Tunnelling & underground design (Topic6-sequential excavation & squeezing)Tunnelling & underground design (Topic6-sequential excavation & squeezing)
Tunnelling & underground design (Topic6-sequential excavation & squeezing)Hamed Zarei
 
Geotechnical Engineering-I [Lec #18: Consolidation-II]
Geotechnical Engineering-I [Lec #18: Consolidation-II]Geotechnical Engineering-I [Lec #18: Consolidation-II]
Geotechnical Engineering-I [Lec #18: Consolidation-II]Muhammad Irfan
 
Geotechnical Engineering-I [Lec #3: Phase Relationships]
Geotechnical Engineering-I [Lec #3: Phase Relationships]Geotechnical Engineering-I [Lec #3: Phase Relationships]
Geotechnical Engineering-I [Lec #3: Phase Relationships]Muhammad Irfan
 
Soil exploration
Soil explorationSoil exploration
Soil explorationNoorSultan8
 
Geotechnical Examples using OpenSees
Geotechnical Examples using OpenSeesGeotechnical Examples using OpenSees
Geotechnical Examples using OpenSeesopenseesdays
 
Geotechnical Engineering-I [Lec #17: Consolidation]
Geotechnical Engineering-I [Lec #17: Consolidation]Geotechnical Engineering-I [Lec #17: Consolidation]
Geotechnical Engineering-I [Lec #17: Consolidation]Muhammad Irfan
 
Triaxial shear test
Triaxial shear testTriaxial shear test
Triaxial shear testShah Naseer
 
Concrete lab s5 procedure
Concrete lab s5 procedureConcrete lab s5 procedure
Concrete lab s5 procedureSHAMJITH KM
 
Geotechnical Engineering-I [Lec #8: Hydrometer Analysis]
Geotechnical Engineering-I [Lec #8: Hydrometer Analysis]Geotechnical Engineering-I [Lec #8: Hydrometer Analysis]
Geotechnical Engineering-I [Lec #8: Hydrometer Analysis]Muhammad Irfan
 
Bearing Capacity of shallow foundation on slopes (PhD Comprehenssive ppt2017)
Bearing Capacity of shallow foundation on slopes (PhD Comprehenssive ppt2017)Bearing Capacity of shallow foundation on slopes (PhD Comprehenssive ppt2017)
Bearing Capacity of shallow foundation on slopes (PhD Comprehenssive ppt2017)Nabam Budh
 
Use of DMT in Geotechnical Design with Emphasis on Liquefaction Assessment
Use of DMT in Geotechnical Design with Emphasis on Liquefaction AssessmentUse of DMT in Geotechnical Design with Emphasis on Liquefaction Assessment
Use of DMT in Geotechnical Design with Emphasis on Liquefaction AssessmentAli Rehman
 
Plaka yükleme deneyi̇ Zemin Araştırma Yöntemleri
Plaka yükleme deneyi̇ Zemin Araştırma YöntemleriPlaka yükleme deneyi̇ Zemin Araştırma Yöntemleri
Plaka yükleme deneyi̇ Zemin Araştırma YöntemleriAytaç Keskin
 
Plaxis 2d tutorial manual
Plaxis 2d tutorial manualPlaxis 2d tutorial manual
Plaxis 2d tutorial manualSusie Ye, MA
 
British pendulum skid resistance tester
British pendulum skid resistance testerBritish pendulum skid resistance tester
British pendulum skid resistance testerChintuPeta
 
Cone Penetration Test
Cone Penetration TestCone Penetration Test
Cone Penetration TestMohd. Ikhwan
 
Geotechnical Engineering-I [Lec #12: AASHTO Soil Classification]
Geotechnical Engineering-I [Lec #12: AASHTO Soil Classification]Geotechnical Engineering-I [Lec #12: AASHTO Soil Classification]
Geotechnical Engineering-I [Lec #12: AASHTO Soil Classification]Muhammad Irfan
 
Geotechnical Engineering-II [Lec #6: Stress Distribution in Soil]
Geotechnical Engineering-II [Lec #6: Stress Distribution in Soil]Geotechnical Engineering-II [Lec #6: Stress Distribution in Soil]
Geotechnical Engineering-II [Lec #6: Stress Distribution in Soil]Muhammad Irfan
 

What's hot (20)

Tunnelling & underground design (Topic6-sequential excavation & squeezing)
Tunnelling & underground design (Topic6-sequential excavation & squeezing)Tunnelling & underground design (Topic6-sequential excavation & squeezing)
Tunnelling & underground design (Topic6-sequential excavation & squeezing)
 
Geotechnical Engineering-I [Lec #18: Consolidation-II]
Geotechnical Engineering-I [Lec #18: Consolidation-II]Geotechnical Engineering-I [Lec #18: Consolidation-II]
Geotechnical Engineering-I [Lec #18: Consolidation-II]
 
Geotechnical Engineering-I [Lec #3: Phase Relationships]
Geotechnical Engineering-I [Lec #3: Phase Relationships]Geotechnical Engineering-I [Lec #3: Phase Relationships]
Geotechnical Engineering-I [Lec #3: Phase Relationships]
 
Soil exploration
Soil explorationSoil exploration
Soil exploration
 
Geotechnical Examples using OpenSees
Geotechnical Examples using OpenSeesGeotechnical Examples using OpenSees
Geotechnical Examples using OpenSees
 
CBR Test
CBR TestCBR Test
CBR Test
 
Geotechnical Engineering-I [Lec #17: Consolidation]
Geotechnical Engineering-I [Lec #17: Consolidation]Geotechnical Engineering-I [Lec #17: Consolidation]
Geotechnical Engineering-I [Lec #17: Consolidation]
 
Triaxial shear test
Triaxial shear testTriaxial shear test
Triaxial shear test
 
Concrete lab s5 procedure
Concrete lab s5 procedureConcrete lab s5 procedure
Concrete lab s5 procedure
 
Geotechnical investigation
Geotechnical investigationGeotechnical investigation
Geotechnical investigation
 
Geotechnical Engineering-I [Lec #8: Hydrometer Analysis]
Geotechnical Engineering-I [Lec #8: Hydrometer Analysis]Geotechnical Engineering-I [Lec #8: Hydrometer Analysis]
Geotechnical Engineering-I [Lec #8: Hydrometer Analysis]
 
Bearing Capacity of shallow foundation on slopes (PhD Comprehenssive ppt2017)
Bearing Capacity of shallow foundation on slopes (PhD Comprehenssive ppt2017)Bearing Capacity of shallow foundation on slopes (PhD Comprehenssive ppt2017)
Bearing Capacity of shallow foundation on slopes (PhD Comprehenssive ppt2017)
 
Use of DMT in Geotechnical Design with Emphasis on Liquefaction Assessment
Use of DMT in Geotechnical Design with Emphasis on Liquefaction AssessmentUse of DMT in Geotechnical Design with Emphasis on Liquefaction Assessment
Use of DMT in Geotechnical Design with Emphasis on Liquefaction Assessment
 
D2435 consolidaccion
D2435 consolidaccionD2435 consolidaccion
D2435 consolidaccion
 
Plaka yükleme deneyi̇ Zemin Araştırma Yöntemleri
Plaka yükleme deneyi̇ Zemin Araştırma YöntemleriPlaka yükleme deneyi̇ Zemin Araştırma Yöntemleri
Plaka yükleme deneyi̇ Zemin Araştırma Yöntemleri
 
Plaxis 2d tutorial manual
Plaxis 2d tutorial manualPlaxis 2d tutorial manual
Plaxis 2d tutorial manual
 
British pendulum skid resistance tester
British pendulum skid resistance testerBritish pendulum skid resistance tester
British pendulum skid resistance tester
 
Cone Penetration Test
Cone Penetration TestCone Penetration Test
Cone Penetration Test
 
Geotechnical Engineering-I [Lec #12: AASHTO Soil Classification]
Geotechnical Engineering-I [Lec #12: AASHTO Soil Classification]Geotechnical Engineering-I [Lec #12: AASHTO Soil Classification]
Geotechnical Engineering-I [Lec #12: AASHTO Soil Classification]
 
Geotechnical Engineering-II [Lec #6: Stress Distribution in Soil]
Geotechnical Engineering-II [Lec #6: Stress Distribution in Soil]Geotechnical Engineering-II [Lec #6: Stress Distribution in Soil]
Geotechnical Engineering-II [Lec #6: Stress Distribution in Soil]
 

Viewers also liked

Visualization of the seismic waves and permanent displacements
Visualization of the seismic waves and permanent displacementsVisualization of the seismic waves and permanent displacements
Visualization of the seismic waves and permanent displacementsRonni Grapenthin
 
Co2 underground geogical-storage
Co2 underground geogical-storageCo2 underground geogical-storage
Co2 underground geogical-storageMakeOil Green
 
3.2 results of stress
3.2 results of stress3.2 results of stress
3.2 results of stressmojavehack
 
Avo analysis and spectral decomposition
Avo analysis and spectral decompositionAvo analysis and spectral decomposition
Avo analysis and spectral decompositionFitrianiOxavia
 
What is a fault and what are the different types
What is a fault and what are the different typesWhat is a fault and what are the different types
What is a fault and what are the different typesRomel Villarubia
 
Seismic Inversion Techniques Choice And Benefits Fb May2011
Seismic Inversion Techniques Choice And Benefits Fb May2011Seismic Inversion Techniques Choice And Benefits Fb May2011
Seismic Inversion Techniques Choice And Benefits Fb May2011Carlos Pinto
 
Bhark, E.W., Texas A&M MCERI, Norne Field reservoir model characterization wo...
Bhark, E.W., Texas A&M MCERI, Norne Field reservoir model characterization wo...Bhark, E.W., Texas A&M MCERI, Norne Field reservoir model characterization wo...
Bhark, E.W., Texas A&M MCERI, Norne Field reservoir model characterization wo...ebhark
 
Integration of seismic data
Integration of seismic dataIntegration of seismic data
Integration of seismic dataStatoil
 
Biogeo lec 7 glaciation and the pleistocene
Biogeo lec 7   glaciation and the pleistoceneBiogeo lec 7   glaciation and the pleistocene
Biogeo lec 7 glaciation and the pleistoceneMatt Robinson
 
Arctic the final frontier
Arctic the final frontierArctic the final frontier
Arctic the final frontierStatoil
 
4 d seismic monitoring using horizontal wells 3
4 d seismic monitoring using horizontal wells 34 d seismic monitoring using horizontal wells 3
4 d seismic monitoring using horizontal wells 3Statoil
 
Formations And Injection Drilling
Formations And Injection DrillingFormations And Injection Drilling
Formations And Injection DrillingTom Mckeown
 
Geological Faults
Geological FaultsGeological Faults
Geological FaultsSaad Raja
 
Innovation Case Study: Geox
Innovation Case Study: GeoxInnovation Case Study: Geox
Innovation Case Study: Geoxpowerpion
 

Viewers also liked (20)

Visualization of the seismic waves and permanent displacements
Visualization of the seismic waves and permanent displacementsVisualization of the seismic waves and permanent displacements
Visualization of the seismic waves and permanent displacements
 
The glaciation of the North Sea Basin and its implications for Carbon Capture...
The glaciation of the North Sea Basin and its implications for Carbon Capture...The glaciation of the North Sea Basin and its implications for Carbon Capture...
The glaciation of the North Sea Basin and its implications for Carbon Capture...
 
Co2 underground geogical-storage
Co2 underground geogical-storageCo2 underground geogical-storage
Co2 underground geogical-storage
 
3.2 results of stress
3.2 results of stress3.2 results of stress
3.2 results of stress
 
Hydrostatics
HydrostaticsHydrostatics
Hydrostatics
 
Avo analysis and spectral decomposition
Avo analysis and spectral decompositionAvo analysis and spectral decomposition
Avo analysis and spectral decomposition
 
What is a fault and what are the different types
What is a fault and what are the different typesWhat is a fault and what are the different types
What is a fault and what are the different types
 
Seismic Inversion Techniques Choice And Benefits Fb May2011
Seismic Inversion Techniques Choice And Benefits Fb May2011Seismic Inversion Techniques Choice And Benefits Fb May2011
Seismic Inversion Techniques Choice And Benefits Fb May2011
 
Bhark, E.W., Texas A&M MCERI, Norne Field reservoir model characterization wo...
Bhark, E.W., Texas A&M MCERI, Norne Field reservoir model characterization wo...Bhark, E.W., Texas A&M MCERI, Norne Field reservoir model characterization wo...
Bhark, E.W., Texas A&M MCERI, Norne Field reservoir model characterization wo...
 
Integration of seismic data
Integration of seismic dataIntegration of seismic data
Integration of seismic data
 
Biogeo lec 7 glaciation and the pleistocene
Biogeo lec 7   glaciation and the pleistoceneBiogeo lec 7   glaciation and the pleistocene
Biogeo lec 7 glaciation and the pleistocene
 
Ice age
Ice ageIce age
Ice age
 
Arctic the final frontier
Arctic the final frontierArctic the final frontier
Arctic the final frontier
 
4 d seismic monitoring using horizontal wells 3
4 d seismic monitoring using horizontal wells 34 d seismic monitoring using horizontal wells 3
4 d seismic monitoring using horizontal wells 3
 
Assessing Uncertainty of Time Lapse Seismic Response Due to Geomechanical Def...
Assessing Uncertainty of Time Lapse Seismic Response Due to Geomechanical Def...Assessing Uncertainty of Time Lapse Seismic Response Due to Geomechanical Def...
Assessing Uncertainty of Time Lapse Seismic Response Due to Geomechanical Def...
 
Clase1 rocas discontinuidades
Clase1 rocas discontinuidadesClase1 rocas discontinuidades
Clase1 rocas discontinuidades
 
Formations And Injection Drilling
Formations And Injection DrillingFormations And Injection Drilling
Formations And Injection Drilling
 
Geological Faults
Geological FaultsGeological Faults
Geological Faults
 
Folding
FoldingFolding
Folding
 
Innovation Case Study: Geox
Innovation Case Study: GeoxInnovation Case Study: Geox
Innovation Case Study: Geox
 

Similar to Seismic cpt (scpt) peter robertson

Unisoft software bengt h. fellenius, pierre goudrault
Unisoft software   bengt h. fellenius, pierre goudraultUnisoft software   bengt h. fellenius, pierre goudrault
Unisoft software bengt h. fellenius, pierre goudraultcfpbolivia
 
Bridge structural foundations-and_earth_retaining_structures
Bridge structural foundations-and_earth_retaining_structuresBridge structural foundations-and_earth_retaining_structures
Bridge structural foundations-and_earth_retaining_structuresajbredi0
 
4 5920118410397615496
4 59201184103976154964 5920118410397615496
4 5920118410397615496Hamid Elahi
 
Full Paper - Ratcheting Uplift of Buried Pipelines in Sand (P. Chitas)
Full Paper - Ratcheting Uplift of Buried Pipelines in Sand (P. Chitas)Full Paper - Ratcheting Uplift of Buried Pipelines in Sand (P. Chitas)
Full Paper - Ratcheting Uplift of Buried Pipelines in Sand (P. Chitas)Pagkratios Chitas
 
Bearing Capacity of Shallow Foundation
Bearing Capacity of Shallow FoundationBearing Capacity of Shallow Foundation
Bearing Capacity of Shallow FoundationLatif Hyder Wadho
 
م.36-مبادرة#تواصل_تطوير-أ.د.محمد حسنين ربيع - إستكشاف التربة بالطرق المتقدمة
م.36-مبادرة#تواصل_تطوير-أ.د.محمد حسنين ربيع - إستكشاف التربة بالطرق المتقدمةم.36-مبادرة#تواصل_تطوير-أ.د.محمد حسنين ربيع - إستكشاف التربة بالطرق المتقدمة
م.36-مبادرة#تواصل_تطوير-أ.د.محمد حسنين ربيع - إستكشاف التربة بالطرق المتقدمةEgyptian Engineers Association
 
Vs30 measurements for Seismic Site Classification
Vs30 measurements for Seismic Site ClassificationVs30 measurements for Seismic Site Classification
Vs30 measurements for Seismic Site ClassificationAli Osman Öncel
 
Seismic Capacity Assessment of Sanyi Old Railway Tunnel
Seismic Capacity Assessment of Sanyi Old Railway TunnelSeismic Capacity Assessment of Sanyi Old Railway Tunnel
Seismic Capacity Assessment of Sanyi Old Railway TunnelCes Nit Silchar
 
Applications of Vane Shear Test in Geotechnical soil investigations
Applications of Vane Shear Test in Geotechnical soil investigationsApplications of Vane Shear Test in Geotechnical soil investigations
Applications of Vane Shear Test in Geotechnical soil investigationsAzdeen Najah
 
DSD-NL 2015, Geo Klantendag D-Series, 5 Grote deformaties bij paalinstallaties
DSD-NL 2015, Geo Klantendag D-Series, 5 Grote deformaties bij paalinstallatiesDSD-NL 2015, Geo Klantendag D-Series, 5 Grote deformaties bij paalinstallaties
DSD-NL 2015, Geo Klantendag D-Series, 5 Grote deformaties bij paalinstallatiesDeltares
 
Modeling CO2 injection into saline aquifers, Gonzalo Zambrano, University of ...
Modeling CO2 injection into saline aquifers, Gonzalo Zambrano, University of ...Modeling CO2 injection into saline aquifers, Gonzalo Zambrano, University of ...
Modeling CO2 injection into saline aquifers, Gonzalo Zambrano, University of ...Global CCS Institute
 
Geotechnical testign methods ii as
Geotechnical testign methods ii asGeotechnical testign methods ii as
Geotechnical testign methods ii asieqa zainol
 
Cone Penetration Test
Cone Penetration TestCone Penetration Test
Cone Penetration TestMuftah Aljoat
 
Presentation on standard penertation test
Presentation on standard penertation testPresentation on standard penertation test
Presentation on standard penertation testJoydeep Atta
 
Reconsidering some basic aspects of soil mechanics - Laurie Wesley, Universit...
Reconsidering some basic aspects of soil mechanics - Laurie Wesley, Universit...Reconsidering some basic aspects of soil mechanics - Laurie Wesley, Universit...
Reconsidering some basic aspects of soil mechanics - Laurie Wesley, Universit...scgcolombia
 
JaminCristallPDAC_VTEMCollinsBayU
JaminCristallPDAC_VTEMCollinsBayUJaminCristallPDAC_VTEMCollinsBayU
JaminCristallPDAC_VTEMCollinsBayUJamin Cristall
 

Similar to Seismic cpt (scpt) peter robertson (20)

Unisoft software bengt h. fellenius, pierre goudrault
Unisoft software   bengt h. fellenius, pierre goudraultUnisoft software   bengt h. fellenius, pierre goudrault
Unisoft software bengt h. fellenius, pierre goudrault
 
Bridge structural foundations-and_earth_retaining_structures
Bridge structural foundations-and_earth_retaining_structuresBridge structural foundations-and_earth_retaining_structures
Bridge structural foundations-and_earth_retaining_structures
 
4 5920118410397615496
4 59201184103976154964 5920118410397615496
4 5920118410397615496
 
Project 4 Presentation
Project 4 PresentationProject 4 Presentation
Project 4 Presentation
 
Full Paper - Ratcheting Uplift of Buried Pipelines in Sand (P. Chitas)
Full Paper - Ratcheting Uplift of Buried Pipelines in Sand (P. Chitas)Full Paper - Ratcheting Uplift of Buried Pipelines in Sand (P. Chitas)
Full Paper - Ratcheting Uplift of Buried Pipelines in Sand (P. Chitas)
 
Bearing Capacity of Shallow Foundation
Bearing Capacity of Shallow FoundationBearing Capacity of Shallow Foundation
Bearing Capacity of Shallow Foundation
 
م.36-مبادرة#تواصل_تطوير-أ.د.محمد حسنين ربيع - إستكشاف التربة بالطرق المتقدمة
م.36-مبادرة#تواصل_تطوير-أ.د.محمد حسنين ربيع - إستكشاف التربة بالطرق المتقدمةم.36-مبادرة#تواصل_تطوير-أ.د.محمد حسنين ربيع - إستكشاف التربة بالطرق المتقدمة
م.36-مبادرة#تواصل_تطوير-أ.د.محمد حسنين ربيع - إستكشاف التربة بالطرق المتقدمة
 
SPT.pptx
SPT.pptxSPT.pptx
SPT.pptx
 
Vs30 measurements for Seismic Site Classification
Vs30 measurements for Seismic Site ClassificationVs30 measurements for Seismic Site Classification
Vs30 measurements for Seismic Site Classification
 
Seismic Capacity Assessment of Sanyi Old Railway Tunnel
Seismic Capacity Assessment of Sanyi Old Railway TunnelSeismic Capacity Assessment of Sanyi Old Railway Tunnel
Seismic Capacity Assessment of Sanyi Old Railway Tunnel
 
Applications of Vane Shear Test in Geotechnical soil investigations
Applications of Vane Shear Test in Geotechnical soil investigationsApplications of Vane Shear Test in Geotechnical soil investigations
Applications of Vane Shear Test in Geotechnical soil investigations
 
SPT and VST- By Daanyal Umar.pptx
SPT and VST- By Daanyal Umar.pptxSPT and VST- By Daanyal Umar.pptx
SPT and VST- By Daanyal Umar.pptx
 
DSD-NL 2015, Geo Klantendag D-Series, 5 Grote deformaties bij paalinstallaties
DSD-NL 2015, Geo Klantendag D-Series, 5 Grote deformaties bij paalinstallatiesDSD-NL 2015, Geo Klantendag D-Series, 5 Grote deformaties bij paalinstallaties
DSD-NL 2015, Geo Klantendag D-Series, 5 Grote deformaties bij paalinstallaties
 
Modeling CO2 injection into saline aquifers, Gonzalo Zambrano, University of ...
Modeling CO2 injection into saline aquifers, Gonzalo Zambrano, University of ...Modeling CO2 injection into saline aquifers, Gonzalo Zambrano, University of ...
Modeling CO2 injection into saline aquifers, Gonzalo Zambrano, University of ...
 
Geotechnical testign methods ii as
Geotechnical testign methods ii asGeotechnical testign methods ii as
Geotechnical testign methods ii as
 
Cone Penetration Test
Cone Penetration TestCone Penetration Test
Cone Penetration Test
 
Presentation on standard penertation test
Presentation on standard penertation testPresentation on standard penertation test
Presentation on standard penertation test
 
Reconsidering some basic aspects of soil mechanics - Laurie Wesley, Universit...
Reconsidering some basic aspects of soil mechanics - Laurie Wesley, Universit...Reconsidering some basic aspects of soil mechanics - Laurie Wesley, Universit...
Reconsidering some basic aspects of soil mechanics - Laurie Wesley, Universit...
 
JaminCristallPDAC_VTEMCollinsBayU
JaminCristallPDAC_VTEMCollinsBayUJaminCristallPDAC_VTEMCollinsBayU
JaminCristallPDAC_VTEMCollinsBayU
 
Exemplo de resultado de ensaio CPTu
Exemplo de resultado de ensaio CPTuExemplo de resultado de ensaio CPTu
Exemplo de resultado de ensaio CPTu
 

More from cfpbolivia

Design and dynamic testing of precast piles oscar varde
Design and dynamic testing of precast piles   oscar vardeDesign and dynamic testing of precast piles   oscar varde
Design and dynamic testing of precast piles oscar vardecfpbolivia
 
French standard for deep foundations roger frank
French standard for deep foundations   roger frankFrench standard for deep foundations   roger frank
French standard for deep foundations roger frankcfpbolivia
 
The static loading test bengt h. fellenius
The  static loading test   bengt h. felleniusThe  static loading test   bengt h. fellenius
The static loading test bengt h. felleniuscfpbolivia
 
Static load testing and prediction bengt h. fellenius
Static load testing  and prediction   bengt h. felleniusStatic load testing  and prediction   bengt h. fellenius
Static load testing and prediction bengt h. felleniuscfpbolivia
 
Risk evaluation according to standards cristina de hc tsuha
Risk evaluation according to standards  cristina de hc tsuhaRisk evaluation according to standards  cristina de hc tsuha
Risk evaluation according to standards cristina de hc tsuhacfpbolivia
 
Ingeniería sostenible de fundaciones profundas alessandro mandolini
Ingeniería sostenible de fundaciones profundas   alessandro mandoliniIngeniería sostenible de fundaciones profundas   alessandro mandolini
Ingeniería sostenible de fundaciones profundas alessandro mandolinicfpbolivia
 
Spt energy calibration frank rausche
Spt energy calibration  frank rauscheSpt energy calibration  frank rausche
Spt energy calibration frank rauschecfpbolivia
 
Pda capwap - frank rausche
Pda capwap - frank rauschePda capwap - frank rausche
Pda capwap - frank rauschecfpbolivia
 
Integrity frank rausche
Integrity  frank rauscheIntegrity  frank rausche
Integrity frank rauschecfpbolivia
 
Grlweap frank rausche
Grlweap  frank rauscheGrlweap  frank rausche
Grlweap frank rauschecfpbolivia
 
4.4 integrity gray
4.4   integrity gray4.4   integrity gray
4.4 integrity graycfpbolivia
 
3.6 spt energy calibration -gray
3.6   spt energy calibration -gray3.6   spt energy calibration -gray
3.6 spt energy calibration -graycfpbolivia
 
2.5 pda-capwap - gray
2.5   pda-capwap - gray2.5   pda-capwap - gray
2.5 pda-capwap - graycfpbolivia
 
1.1 grlweap - gray
1.1   grlweap - gray1.1   grlweap - gray
1.1 grlweap - graycfpbolivia
 
Bolivia seismic properties k. rainer massarsch
Bolivia seismic properties   k. rainer massarschBolivia seismic properties   k. rainer massarsch
Bolivia seismic properties k. rainer massarschcfpbolivia
 
Bolivia driven vibrated piles 04 30.compressed
Bolivia driven vibrated piles 04 30.compressedBolivia driven vibrated piles 04 30.compressed
Bolivia driven vibrated piles 04 30.compressedcfpbolivia
 
Bolivia driven vibrated piles k. rainer masssarsch
Bolivia driven vibrated piles   k. rainer masssarschBolivia driven vibrated piles   k. rainer masssarsch
Bolivia driven vibrated piles k. rainer masssarschcfpbolivia
 
The flat dilatomer test silvano marchetti
The flat dilatomer test   silvano marchettiThe flat dilatomer test   silvano marchetti
The flat dilatomer test silvano marchetticfpbolivia
 
Keynote silvano marchetti
Keynote   silvano marchettiKeynote   silvano marchetti
Keynote silvano marchetticfpbolivia
 
El ensayo dilatométrico de marchetti silvano marchetti
El ensayo dilatométrico de marchetti   silvano marchettiEl ensayo dilatométrico de marchetti   silvano marchetti
El ensayo dilatométrico de marchetti silvano marchetticfpbolivia
 

More from cfpbolivia (20)

Design and dynamic testing of precast piles oscar varde
Design and dynamic testing of precast piles   oscar vardeDesign and dynamic testing of precast piles   oscar varde
Design and dynamic testing of precast piles oscar varde
 
French standard for deep foundations roger frank
French standard for deep foundations   roger frankFrench standard for deep foundations   roger frank
French standard for deep foundations roger frank
 
The static loading test bengt h. fellenius
The  static loading test   bengt h. felleniusThe  static loading test   bengt h. fellenius
The static loading test bengt h. fellenius
 
Static load testing and prediction bengt h. fellenius
Static load testing  and prediction   bengt h. felleniusStatic load testing  and prediction   bengt h. fellenius
Static load testing and prediction bengt h. fellenius
 
Risk evaluation according to standards cristina de hc tsuha
Risk evaluation according to standards  cristina de hc tsuhaRisk evaluation according to standards  cristina de hc tsuha
Risk evaluation according to standards cristina de hc tsuha
 
Ingeniería sostenible de fundaciones profundas alessandro mandolini
Ingeniería sostenible de fundaciones profundas   alessandro mandoliniIngeniería sostenible de fundaciones profundas   alessandro mandolini
Ingeniería sostenible de fundaciones profundas alessandro mandolini
 
Spt energy calibration frank rausche
Spt energy calibration  frank rauscheSpt energy calibration  frank rausche
Spt energy calibration frank rausche
 
Pda capwap - frank rausche
Pda capwap - frank rauschePda capwap - frank rausche
Pda capwap - frank rausche
 
Integrity frank rausche
Integrity  frank rauscheIntegrity  frank rausche
Integrity frank rausche
 
Grlweap frank rausche
Grlweap  frank rauscheGrlweap  frank rausche
Grlweap frank rausche
 
4.4 integrity gray
4.4   integrity gray4.4   integrity gray
4.4 integrity gray
 
3.6 spt energy calibration -gray
3.6   spt energy calibration -gray3.6   spt energy calibration -gray
3.6 spt energy calibration -gray
 
2.5 pda-capwap - gray
2.5   pda-capwap - gray2.5   pda-capwap - gray
2.5 pda-capwap - gray
 
1.1 grlweap - gray
1.1   grlweap - gray1.1   grlweap - gray
1.1 grlweap - gray
 
Bolivia seismic properties k. rainer massarsch
Bolivia seismic properties   k. rainer massarschBolivia seismic properties   k. rainer massarsch
Bolivia seismic properties k. rainer massarsch
 
Bolivia driven vibrated piles 04 30.compressed
Bolivia driven vibrated piles 04 30.compressedBolivia driven vibrated piles 04 30.compressed
Bolivia driven vibrated piles 04 30.compressed
 
Bolivia driven vibrated piles k. rainer masssarsch
Bolivia driven vibrated piles   k. rainer masssarschBolivia driven vibrated piles   k. rainer masssarsch
Bolivia driven vibrated piles k. rainer masssarsch
 
The flat dilatomer test silvano marchetti
The flat dilatomer test   silvano marchettiThe flat dilatomer test   silvano marchetti
The flat dilatomer test silvano marchetti
 
Keynote silvano marchetti
Keynote   silvano marchettiKeynote   silvano marchetti
Keynote silvano marchetti
 
El ensayo dilatométrico de marchetti silvano marchetti
El ensayo dilatométrico de marchetti   silvano marchettiEl ensayo dilatométrico de marchetti   silvano marchetti
El ensayo dilatométrico de marchetti silvano marchetti
 

Recently uploaded

Transforming Process Safety Management: Challenges, Benefits, and Transition ...
Transforming Process Safety Management: Challenges, Benefits, and Transition ...Transforming Process Safety Management: Challenges, Benefits, and Transition ...
Transforming Process Safety Management: Challenges, Benefits, and Transition ...soginsider
 
Summer training report on BUILDING CONSTRUCTION for DIPLOMA Students.pdf
Summer training report on BUILDING CONSTRUCTION for DIPLOMA Students.pdfSummer training report on BUILDING CONSTRUCTION for DIPLOMA Students.pdf
Summer training report on BUILDING CONSTRUCTION for DIPLOMA Students.pdfNaveenVerma126
 
Lecture 1: Basics of trigonometry (surveying)
Lecture 1: Basics of trigonometry (surveying)Lecture 1: Basics of trigonometry (surveying)
Lecture 1: Basics of trigonometry (surveying)Bahzad5
 
SUMMER TRAINING REPORT ON BUILDING CONSTRUCTION.docx
SUMMER TRAINING REPORT ON BUILDING CONSTRUCTION.docxSUMMER TRAINING REPORT ON BUILDING CONSTRUCTION.docx
SUMMER TRAINING REPORT ON BUILDING CONSTRUCTION.docxNaveenVerma126
 
Phase noise transfer functions.pptx
Phase noise transfer      functions.pptxPhase noise transfer      functions.pptx
Phase noise transfer functions.pptxSaiGouthamSunkara
 
Renewable Energy & Entrepreneurship Workshop_21Feb2024.pdf
Renewable Energy & Entrepreneurship Workshop_21Feb2024.pdfRenewable Energy & Entrepreneurship Workshop_21Feb2024.pdf
Renewable Energy & Entrepreneurship Workshop_21Feb2024.pdfodunowoeminence2019
 
Mohs Scale of Hardness, Hardness Scale.pptx
Mohs Scale of Hardness, Hardness Scale.pptxMohs Scale of Hardness, Hardness Scale.pptx
Mohs Scale of Hardness, Hardness Scale.pptxKISHAN KUMAR
 
Dev.bg DevOps March 2024 Monitoring & Logging
Dev.bg DevOps March 2024 Monitoring & LoggingDev.bg DevOps March 2024 Monitoring & Logging
Dev.bg DevOps March 2024 Monitoring & LoggingMarian Marinov
 
Landsman converter for power factor improvement
Landsman converter for power factor improvementLandsman converter for power factor improvement
Landsman converter for power factor improvementVijayMuni2
 
SATELITE COMMUNICATION UNIT 1 CEC352 REGULATION 2021 PPT BASICS OF SATELITE ....
SATELITE COMMUNICATION UNIT 1 CEC352 REGULATION 2021 PPT BASICS OF SATELITE ....SATELITE COMMUNICATION UNIT 1 CEC352 REGULATION 2021 PPT BASICS OF SATELITE ....
SATELITE COMMUNICATION UNIT 1 CEC352 REGULATION 2021 PPT BASICS OF SATELITE ....santhyamuthu1
 
cloud computing notes for anna university syllabus
cloud computing notes for anna university syllabuscloud computing notes for anna university syllabus
cloud computing notes for anna university syllabusViolet Violet
 
me3493 manufacturing technology unit 1 Part A
me3493 manufacturing technology unit 1 Part Ame3493 manufacturing technology unit 1 Part A
me3493 manufacturing technology unit 1 Part Akarthi keyan
 
ChatGPT-and-Generative-AI-Landscape Working of generative ai search
ChatGPT-and-Generative-AI-Landscape Working of generative ai searchChatGPT-and-Generative-AI-Landscape Working of generative ai search
ChatGPT-and-Generative-AI-Landscape Working of generative ai searchrohitcse52
 
Gender Bias in Engineer, Honors 203 Project
Gender Bias in Engineer, Honors 203 ProjectGender Bias in Engineer, Honors 203 Project
Gender Bias in Engineer, Honors 203 Projectreemakb03
 
How to Write a Good Scientific Paper.pdf
How to Write a Good Scientific Paper.pdfHow to Write a Good Scientific Paper.pdf
How to Write a Good Scientific Paper.pdfRedhwan Qasem Shaddad
 
Vertical- Machining - Center - VMC -LMW-Machine-Tool-Division.pptx
Vertical- Machining - Center - VMC -LMW-Machine-Tool-Division.pptxVertical- Machining - Center - VMC -LMW-Machine-Tool-Division.pptx
Vertical- Machining - Center - VMC -LMW-Machine-Tool-Division.pptxLMW Machine Tool Division
 
Basic Principle of Electrochemical Sensor
Basic Principle of  Electrochemical SensorBasic Principle of  Electrochemical Sensor
Basic Principle of Electrochemical SensorTanvir Moin
 

Recently uploaded (20)

Transforming Process Safety Management: Challenges, Benefits, and Transition ...
Transforming Process Safety Management: Challenges, Benefits, and Transition ...Transforming Process Safety Management: Challenges, Benefits, and Transition ...
Transforming Process Safety Management: Challenges, Benefits, and Transition ...
 
Litature Review: Research Paper work for Engineering
Litature Review: Research Paper work for EngineeringLitature Review: Research Paper work for Engineering
Litature Review: Research Paper work for Engineering
 
Summer training report on BUILDING CONSTRUCTION for DIPLOMA Students.pdf
Summer training report on BUILDING CONSTRUCTION for DIPLOMA Students.pdfSummer training report on BUILDING CONSTRUCTION for DIPLOMA Students.pdf
Summer training report on BUILDING CONSTRUCTION for DIPLOMA Students.pdf
 
Lecture 1: Basics of trigonometry (surveying)
Lecture 1: Basics of trigonometry (surveying)Lecture 1: Basics of trigonometry (surveying)
Lecture 1: Basics of trigonometry (surveying)
 
SUMMER TRAINING REPORT ON BUILDING CONSTRUCTION.docx
SUMMER TRAINING REPORT ON BUILDING CONSTRUCTION.docxSUMMER TRAINING REPORT ON BUILDING CONSTRUCTION.docx
SUMMER TRAINING REPORT ON BUILDING CONSTRUCTION.docx
 
Lecture 2 .pptx
Lecture 2                            .pptxLecture 2                            .pptx
Lecture 2 .pptx
 
Présentation IIRB 2024 Marine Cordonnier.pdf
Présentation IIRB 2024 Marine Cordonnier.pdfPrésentation IIRB 2024 Marine Cordonnier.pdf
Présentation IIRB 2024 Marine Cordonnier.pdf
 
Phase noise transfer functions.pptx
Phase noise transfer      functions.pptxPhase noise transfer      functions.pptx
Phase noise transfer functions.pptx
 
Renewable Energy & Entrepreneurship Workshop_21Feb2024.pdf
Renewable Energy & Entrepreneurship Workshop_21Feb2024.pdfRenewable Energy & Entrepreneurship Workshop_21Feb2024.pdf
Renewable Energy & Entrepreneurship Workshop_21Feb2024.pdf
 
Mohs Scale of Hardness, Hardness Scale.pptx
Mohs Scale of Hardness, Hardness Scale.pptxMohs Scale of Hardness, Hardness Scale.pptx
Mohs Scale of Hardness, Hardness Scale.pptx
 
Dev.bg DevOps March 2024 Monitoring & Logging
Dev.bg DevOps March 2024 Monitoring & LoggingDev.bg DevOps March 2024 Monitoring & Logging
Dev.bg DevOps March 2024 Monitoring & Logging
 
Landsman converter for power factor improvement
Landsman converter for power factor improvementLandsman converter for power factor improvement
Landsman converter for power factor improvement
 
SATELITE COMMUNICATION UNIT 1 CEC352 REGULATION 2021 PPT BASICS OF SATELITE ....
SATELITE COMMUNICATION UNIT 1 CEC352 REGULATION 2021 PPT BASICS OF SATELITE ....SATELITE COMMUNICATION UNIT 1 CEC352 REGULATION 2021 PPT BASICS OF SATELITE ....
SATELITE COMMUNICATION UNIT 1 CEC352 REGULATION 2021 PPT BASICS OF SATELITE ....
 
cloud computing notes for anna university syllabus
cloud computing notes for anna university syllabuscloud computing notes for anna university syllabus
cloud computing notes for anna university syllabus
 
me3493 manufacturing technology unit 1 Part A
me3493 manufacturing technology unit 1 Part Ame3493 manufacturing technology unit 1 Part A
me3493 manufacturing technology unit 1 Part A
 
ChatGPT-and-Generative-AI-Landscape Working of generative ai search
ChatGPT-and-Generative-AI-Landscape Working of generative ai searchChatGPT-and-Generative-AI-Landscape Working of generative ai search
ChatGPT-and-Generative-AI-Landscape Working of generative ai search
 
Gender Bias in Engineer, Honors 203 Project
Gender Bias in Engineer, Honors 203 ProjectGender Bias in Engineer, Honors 203 Project
Gender Bias in Engineer, Honors 203 Project
 
How to Write a Good Scientific Paper.pdf
How to Write a Good Scientific Paper.pdfHow to Write a Good Scientific Paper.pdf
How to Write a Good Scientific Paper.pdf
 
Vertical- Machining - Center - VMC -LMW-Machine-Tool-Division.pptx
Vertical- Machining - Center - VMC -LMW-Machine-Tool-Division.pptxVertical- Machining - Center - VMC -LMW-Machine-Tool-Division.pptx
Vertical- Machining - Center - VMC -LMW-Machine-Tool-Division.pptx
 
Basic Principle of Electrochemical Sensor
Basic Principle of  Electrochemical SensorBasic Principle of  Electrochemical Sensor
Basic Principle of Electrochemical Sensor
 

Seismic cpt (scpt) peter robertson

  • 1. 4/20/2015 1 2nd Int. Conf. Deep Foundations, Field Testing & Construction Seismic CPT (SCPT) Peter K. Robertson Santa Cruz, Bolvia May.2015 CPT Guide 6th Edition 2015 Download FREE copy from: www.greggdrilling.com www.cpt-robertson.com www.geologismiki.gr Free Webinars: www.greggdrilling.com/webinars Robertson & Cabal (Robertson) Robertson, 2015
  • 2. 4/20/2015 2 History of CPT • First developed in 1930’s as mechanical cone • Electric cones developed in 1960’s • Primary device for off-shore investigations since 1970’s • Major advancements since 1970: – Pore pressure measurements (CPTu) – More reliable load cells & electronics – Addition of seismic for shear wave velocity (SCPTu) – Additional sensors for environmental applications – Significant increase in documented case histories Basic Cone Parameters Sleeve Friction fs = load/2rh Pore Pressure, u2 Tip Resistance qc = load/ r 2 Robertson, 2015
  • 3. 4/20/2015 3 Cone Penetration Test (CPT) ADVANTAGES: • Fast and continuous profiling • Repeatable and reliable data • Economical and productive • Strong theoretical basis for interpretation • More than one measurement (qc, fs, u) • Additional sensors (e.g. seismic Vs & Vp) LIMITATIONS: • Somewhat high capital investment • Somewhat skilled operators • No soil sample (during CPT) • Penetration restricted in gravels/cemented layers (same as SPT) qc fs u2 Example CPT Soil Sampling CPT (Piston-Type) Sampler • Single-Tube System • 30cm (12”) long by 25mm (1 ”) diameter
  • 4. 4/20/2015 4 Example CPT pushing equipment CPTu Interpretation Soil Type – Soil behavior type (SBT) In-situ State – Relative density (Dr) or State Parameter (y) and OCR Strength – Peak friction angle (f’) and undrained strength (su) Stiffness/compressibility – Shear (Go), Young’s (E’) and 1-D constrained (M) Consolidation/permeability – Coeff of consolidation (cv) and permeability (k)
  • 5. 4/20/2015 5 CPT - Soil Behavior Type (SBT) Non-Normalized Classification Chart Friction Ratio (%), Rf 1000 10 1 0 1 2 3 4 5 6 7 8 100 3 1 4 5 6 7 8 9 10 12 11 2 ConeResistance(bar)qt CPT SBT based on in-situ soil behavior characteristics (i.e. strength, stiffness & compressibility) - not the same as traditional classification based on physical characteristics (i.e. Atterberg Limits and grain size distribution) carried out on disturbed samples After Robertson & Campanella, 1986 SANDS CLAYS MIXED SOILS Example CPT Data Presentation Example CPTu Plot
  • 6. 4/20/2015 6 Dimensionless SBT chart In 2010 Robertson (CPT’10) updated the SBT chart to use dimensionless parameters and to simplify the chart to 9 zones to be consistent with the normalized SBT chart (Robertson, 1990) pa = atmospheric pressure = 100 kPa = 1 tsf Robertson, 2015 CPT- Normalized SBT Chart q-tvo s s'vo 0.1 1 100 10 1000 1 10 Normalized Friction Ratio 1 2 3 4 5 6 7 8 9 j ' Normalized Classification Chart fs x 100% q-t vo s NormalizedConeResistance Zone Normailzed Soil Behavior Type 1 2 3 4 5 6 7 8 9 sensitive fine grained organic material clay to silty clay clayey silt to silty clay silty sand to sandy silt clean sands to silty sands gravelly sand to sand very stiff sand to clayey sand very stiff fine grained CLAYS Undrained SANDS Drained MIXED SOILS Partially drained After Robertson, 1990
  • 7. 4/20/2015 7 CPT SBT Index, Ic Soil Behavior Type Index, Ic Ic = [(3.47 – log Q)2 + (log F+1.22)2]0.5 Function primarily of Soil Compressibility Compressibility linked to soil plasticity & amount/type of fines Increasing compressibility SANDS CLAYS Generalized CPT Soil Behaviour Type CPT Soil Behaviour CD: Coarse-grain-Dilative (mostly drained) CC: Coarse-grain-Contractive (mostly drained) FD: Fine-grain-Dilative (mostly undrained) FC: Fine-grain-Contractive (mostly undrained) Modified from Robertson, 2012
  • 8. 4/20/2015 8 Example CPT - UBC Fraser River Clean Sand NC Clay Organic SILT silty sand Fraser River Delta, Vancouver, BC (UBC) Campanella & Robertson, 1983 Holocene-age deltaic deposit Example CPT - UBC Fraser River Clean Sand NC Clay Organic SILT silty sand Normalized CPT Parameters Fraser River Delta, Vancouver, BC (UBC) Campanella & Robertson, 1983
  • 9. 4/20/2015 9 Seismic CPT • >30 years experience (1983) • Simple, reliable, and inexpensive • Direct measure of soil stiffness – Small strain value, Go = ρ·Vs 2 • Typically 1 meter intervals • Combines qc and Vs profile in same soil UD tube Cased Boreholes SPT: N60 VST: su, St CHT: Vs, Vp SOFT CLAY FIRM SAND CONVENTIONAL DRILLING & SAMPLING DIRECT-PUSH TECHNOLOGY Drop Hammer SCPTù qt fs u2 t50 Vs Oscilloscope PMT: E’ Packer: kvh Lab old new After Mayne, 2010 Fast 2cm/s Continuous Repeatable Cost effective
  • 10. 4/20/2015 10 Main seismic waves P-waves (compression) S-waves (shear) Rayleigh surface-waves (mostly shear) Why are seismic velocities helpful? After Jamiolkowski, 2012
  • 11. 4/20/2015 11 Vs is direct measure of small strain shear modulus, Go (or Gmax) Go = rt (Vs)2 rt = g/g Small strain (elastic) shear modulus, Go ( or Gmax) is a fundamental soil parameter (g < 10-4 %) After Jamiolkowski, 2012 Plastic (excess pore pressures) Elastic G G/Go After Jamiolkowski, 2012 • Vp contolled by degree of saturation in most soils • Vp ~ 1500 m/s (5000ft/s) in saturated soil • Vp can be used to detect Sr < 100% • Vs independent of saturation and GWL • Vs controlled by in-situ effective stresses, density, age & cementation
  • 12. 4/20/2015 12 Basic Seismic CPT Configuration Seismic CPT using a Drill-rig 1990 U of Alberta
  • 13. 4/20/2015 13 Modern CPT Trucks Trucks with build-in seismic beam Seismic beam Polarized shear wave traces Vs = (L2 – L1) (T2 – T1) L = calculated straight path distance from source to receiver (use horizontal offset X & vertical depth D) (T2 – T1) = time difference After Butcher et al 2005 (ISSMGE TC 10) Left-hit Right-hit L D X DD = 1m
  • 14. 4/20/2015 14 True & Pseudo-time interval True-time Pseudo-time After Butcher et al 2005 (ISSMGE TC 10) True & Pseudo-time interval • In general, little difference between true- and pseudo-time interval methods • Pseudo-time interval requires only 1 seismic sensor • True-time allows real- time automatic velocity calculation After Robertson et al, 1986 <2% error
  • 15. 4/20/2015 15 SCPT polarized wave traces Compilation of 2 hits in each direction (red – left & green –right) (beam source, offset = 0.5m, 1 geophone) 55m 30m (5ft) 1.5m intervals Example Seismic CPT 600m/s0 30m 54m 0 1.5m intervals
  • 16. 4/20/2015 16 Example Seismic CPT Example - downtown San Francisco Good agreement with other seismic methods (10ft) 3m intervals Automatic seismic source Automatic hammer source “AutoSeis” – Georgia Tech (Mayne & McGillivray, 2005) Single hammer 1m intervals Simple repeatable source
  • 17. 4/20/2015 17 Mayne, 2014 (ConeTec) ~10cm intervals Seismic CPT System Configuration After Mayne, 2014 SCPTu 7 measurements! qt fs u2 Vs (Vp) t50 uo i diss
  • 18. 4/20/2015 18 Seismic CPT - Advantages • 30 years experience (~1983) • Simple, reliable, and inexpensive • Direct measure of small strain soil stiffness • Typically 1 meter intervals • Combines CPT measurements (qc, fs, u) and seismic Vs (Vp) profile in same soil (very cost effective) SCPT Applications • Direct measure of soil stiffness – Settlement calculations – Input for numerical modeling (stress-strain) • Estimation of soil parameters based on Vs • Evaluation of soil liquefaction based on Vs • Determination of saturation based on Vp • Identification of ‘unusual’ soils – i.e. soils with microstructure • Link to lab testing (Vs in-situ and lab)
  • 19. 4/20/2015 19 Direct measure of soil stiffness • Small strain shear modulus, Go = r (Vs)2 – key parameter in soil dynamics (Go = Gmax) • Link to small strain Young’s modulus, Eo Eo = 2Go (1+u) ~ 2.4 Go u = poisson’s ratio ~ 0.2 (drained small strains) • Soften to strain level of interest – for g ~ 0.1%, soften by ~ 0.4 – E’0.1% ~ Go Mobilized stiffness for design Modified hyperbola based on mobilized stress level (Fahey, 1998) G/Go = 1 – f (t/tmax)g = 1-f (1/FS)g Aged Young where FS (factor of safety) FS = t/tmax = q/qult For uncemented, unstructured soils f ~ 1.0 and g ~ 0.3 Mayne, 2014
  • 20. 4/20/2015 20 Mobilized stiffness for design Mobilized modulus for footing design E’ = 2.4 Go [1- (q/qult)0.3] G/Go Aged Young Modulus can be varied as a function of degree of loading to produce full load- settlement curve FS = 4 Texas A & M Footing - sand Based on 1-D M from CPT Eocene OC sand After Mayne, 2000
  • 21. 4/20/2015 21 Load-settlement – elastic solution • Poulos and Davis, 1990 (see Mayne, 2000) • Soil modulus either constant or linearly increasing with depth Axial pile settlement, s (both shaft and base) s = Q Ip / Esl Dp where: Esl = Eo (1 – Q/Qult)0.3) and Eo = 2.5 Go and Go =r Vs 2 Case History - Drilled Shaft Opelika NGES, Alabama (Brown, ASCE JGGE, Dec. 2002) Eight Drilled Shafts: d = 3 feet L = 36 feet Construction Methods  Dry (Cased)  Bentonite  Dry Polymer Slurry  Liquid Polymer Slurry After Mayne, 2000
  • 22. 4/20/2015 22 SCPT at Opelika NGES, Alabama Piedmont Residual fine sandy silts 0 2 4 6 8 10 12 0 2 4 6 8 qt (MPa) DepthBGS(m) 0 2 4 6 8 10 12 0 100 200 300 fs (kPa) 0 2 4 6 8 10 12 -100 0 100 200 u2 (kPa) 0 2 4 6 8 10 12 0 200 400 Vs (m/s) SCPTu SDMT Crosshole SASW uo After Mayne, 2000 Axial Drilled Shaft Load Test Opelika, AL 0 5 10 15 20 25 30 0 1 2 3 Axial Load, Q (MN) TopDeflection(mm) Qtotal = Qs + Qb Pred. Qs Pred. Qb Meas. Total Meas. Shaft Meas. Base Drilled Shaft 01 (cased) d = 0.91 m L = 11.0 m Q (total) Q shaft Q base After Mayne, 2000
  • 23. 4/20/2015 23 Estimating stress-strain curves Soft clay Burswood, Perth, Australia (Chung, 2005) Natori river sand (young, uncemented) Japan (Mimura, 2003) Mayne, 2014 Drained triaxial test Undrained simple shear Estimating soil parameters Summary by Mayne (2014) – www.cpt14.com •Independent estimate based on Vs: Young, uncemented soils –Soil unit weight, gt (KN/m3) = 8.32 log (Vs) 1.61z Vs(m/s) & z (m) –Peak friction angle (sands) f’ = 3.9 (Vs1)0.44 Vs1 = Vs (s’vo/pa)0.25 m/s –Undrained shear strength, su (clays) • su (kPa) = (Vs/7.93)1.59 Vs (m/s) Careful with units - not commonly used
  • 24. 4/20/2015 24 Estimating void ratio (e) from Vs After Cunning et al 1995 Applies to very young, uncemented silica-based sands Vs1 = (A – B e) Ko 0.125 (A & B soil specific) Lab Testing Estimating porosity (n) from Vs & Vp Very sensitive to accuracy of Vs & Vp After Jamiolkowski (2014) & Foti et al (2002) emax emin
  • 25. 4/20/2015 25 Evaluation of cyclic liquefaction Cyclic Liquefaction: 100 < Vs1 < 230 m/s No liquefaction: Vs1 > 250 m/s Young, uncemented soils No effect of ‘fines’ Zelazny-Most Copper tailings pond – After Jamiolkowski, 2014 (CPT14) Estimating saturation from Vp measurements
  • 26. 4/20/2015 26 Non-textbook – ‘unusual’ soil • Most existing published experience/research based on typical “ideal” ground – Young, uncemented: soft clay and clean silica sand • Limited published experience/research on non- textbook “unusual” ground – stiff fissured clays, soft rock, intermediate soils (silts), calcareous soils, man-made ground, tailings, older and/or cemented soils • Microstructure often used to describe soils with ‘unusual’ characteristics Identification of ‘unusual’ soils • CPT penetration resistance, qt – mostly large strain response – mostly controlled by peak strength • Shear wave velocity, Vs – small strain response – controlled by small strain stiffness • Potential to identify ‘unusual’ soils from SCPT by measuring both small and large strain response
  • 27. 4/20/2015 27 Vs and CPT • Vs controlled mainly by: state (relative density & OCR), effective stresses, age and cementation • CPT tip resistance, qt, controlled mainly by: state (relative density & OCR), effective stresses, and to lesser degree by age and cementation • Strong relationship between qt and Vs, but depends mainly on age and cementation (i.e. microstructure) Estimating age and/or cementation After Eslaamizaad and Robertson, 1996 and Schnaid, 2005 Go/qt Qtn young & uncemented Low compressibility Age Cementation/BondingHigh compressibility
  • 28. 4/20/2015 28 Estimating age and/or cementation Go/qt Normalized cone resistance, Qtn young & uncemented Low compressibility Age Cementation/Bonding Schneider & Moss, 2011 KG = (Go/qt)(Qtn)0.75 High compressibility Scheider & Moss, 2011 Young uncemented Young uncemented sands Aged sandsCemented/calcareous SCPT data in sands K* G = (Go/qt)(Qtn)0.75
  • 29. 4/20/2015 29 Estimating age and/or cementation Schneider & Moss, 2011 K* G = (Go/qt)(Qtn)0.7 –If K* G > 330 potentially aged and/or cemented –If K* G < 200 potentially very young & uncemented Difference between ‘geologic-age’ and ‘behaviour-age’ –e.g. past soil liquefaction events can re-set age clock? (also - Andrus et al, 2007) Estimated Vs based on CPT Soils with same Vs1 have similar (small strain) behavior Young (Holocene to Pleistocene-age) uncemented soils Based on large SCPT database (>1,000 data points) Increasing stiffness Robertson, 2009
  • 30. 4/20/2015 30 Estimated Vs based on CPT Soils with same Vs1 have similar (small strain) behavior Young (Holocene to Pleistocene-age) uncemented soils Based on case histories of flow liquefaction & lab results Increasing stiffness Robertson, 2010 CONTRACTIVE DILATIVE Vs1 ~ 160m/s Estimating age and/or cementation Ic = 2.60 Ic = 1.90 Ic = 1.60 Ic = 1.30 Ic = 3.00 Data from Eslaamizaad and Robertson, 1996 Go/qt Qtn Cementation Aging
  • 31. 4/20/2015 31 Example Vs measured vs estimated Example - young, uncemented soils – downtown San Francisco Example Vs measured vs estimated Example – Nevada, USA
  • 32. 4/20/2015 32 Summary • SCPT is a very powerful in-situ test – Cost effective way to add Vs (Vp) to CPT – Up to 7 measurements in 1 test (qt, fs, u, Vs, t50, uo, i) • Vs is a direct measure of soil stiffness • Helpful for: – Settlement calculations & stress-strain relationship – Liquefaction evaluation – Identification of ‘unsual’ soil (age & cementation) – Saturation using Vp Summary Should all CPT’s at a site be SCPTu? – Common to make ~20 to 30% of CPT’s using SCPT – Identify site specific relationship between qt and Vs – Identify if soils are either ‘well-behaved’ or ‘unusual’ • e,g, will traditional correlations (based on ‘well-behaved’ soils) apply? Continued growth in use and application of SCPTu