The document discusses high strain pile testing using the Pile Driving Analyzer (PDA) system. It outlines how the PDA measures strain, acceleration, force and velocity during pile driving to evaluate forces and stresses in piles, integrity, bearing capacity and resistance. It provides examples of PDA testing results and discusses problems that can be identified. The PDA and CAPWAP methods are described for analyzing test results to determine pile capacity and resistance distributions.
Class notes of Geotechnical Engineering course I used to teach at UET Lahore. Feel free to download the slide show.
Anyone looking to modify these files and use them for their own teaching purposes can contact me directly to get hold of editable version.
Class notes of Geotechnical Engineering course I used to teach at UET Lahore. Feel free to download the slide show.
Anyone looking to modify these files and use them for their own teaching purposes can contact me directly to get hold of editable version.
tunnel lining may be permanent or temporary based upon their use and requirement. design of lining is done in two parts one is temporary or initial lining design and other is permanent design of the lining. empirical and theoretical methods are major design methods.
This slideshare provides geotechnical engineers and nondestructive testing professional with information on low strain impact integrity testing of deep foundations and piles.
This slide will help you to determine the immediate settlement for flexible foundation i.e. isolate footing and rigid foundation i.e. matt or raft foundation. To be more clear about the topic a numerical problem with the solution is given.
index properties of soil, Those properties of soil which are used in the identification and classification of soil are known as INDEX PROPERTIES
Water content
Specific gravity
In-situ density
Particle size
Consistency
Relative Density
Determination of strength and stress-strain relationships of a cylindrical specimen of reconstituted specimen using Consolidated Drained (CD) Triaxial Test.
1. A series of drained triaxial tests under four different initial states were conducted on Yamuna River sand. The results consist of simple stress-strain relation, change in volume behaviour were plotted.
2. Basic stress-strain relation with volume behaviour was presented in plot. The results for densely prepared sand samples show an expected behaviour. There is a significant difference in peak and residual deviatoric stress (q) as can be depicted form the plot.
3. With increase in confining stress, load carrying capacity of specimen increases.
4. Saturation value ‘B’ must be acquired to be more than 0.95 before starting the isotropic consolidation phase in CD test.
5. CD tests are performed at much slower strain rate as compared to CU tests for the same soil. The strain rate for CD test can be chosen approx. 8-10 times lower than the CU test.
6. It is important to have no pore water pressure generation throughout the shearing phase of CD test or in other words strain rate must be so small that pore water pressure must get dissipated quickly when specimen is subjected to compression loading in CD test.
7. In CD test, volumetric strain versus axial strain relationship shows contractive response for NC soils and dilative response for OC soils. (NC = Normally consolidated, OC = Over consolidated)
References:
1. IS: 2720 (Part 11):1993- Determination of the shear strength parameters of a specimen tested in unconsolidated undrained triaxial compression without the measurement of pore water pressure (first revision). Reaffirmed- Dec 2016.
2. IS: 2720 (Part 12):1981- Determination of Shear Strength parameters of Soil from consolidated undrained triaxial compression test with measurement of pore water pressure (first revision). Reaffirmed- Dec 2016.
3. ASTM D7181-11. Method for Consolidated Drained Triaxial Compression Test for Soils; ASTM: West Conshohocken, PA, USA, 2011.
This document will help you learn an introductory part and some detailed information on Shallow Foundations. As I am presenting this document to you I wish you all a Happy learning arena. It is highly recommended for students taking a bachelor degree in Civil Engineering, also it is a good document for students who are doing final touches for their examinations.
tunnel lining may be permanent or temporary based upon their use and requirement. design of lining is done in two parts one is temporary or initial lining design and other is permanent design of the lining. empirical and theoretical methods are major design methods.
This slideshare provides geotechnical engineers and nondestructive testing professional with information on low strain impact integrity testing of deep foundations and piles.
This slide will help you to determine the immediate settlement for flexible foundation i.e. isolate footing and rigid foundation i.e. matt or raft foundation. To be more clear about the topic a numerical problem with the solution is given.
index properties of soil, Those properties of soil which are used in the identification and classification of soil are known as INDEX PROPERTIES
Water content
Specific gravity
In-situ density
Particle size
Consistency
Relative Density
Determination of strength and stress-strain relationships of a cylindrical specimen of reconstituted specimen using Consolidated Drained (CD) Triaxial Test.
1. A series of drained triaxial tests under four different initial states were conducted on Yamuna River sand. The results consist of simple stress-strain relation, change in volume behaviour were plotted.
2. Basic stress-strain relation with volume behaviour was presented in plot. The results for densely prepared sand samples show an expected behaviour. There is a significant difference in peak and residual deviatoric stress (q) as can be depicted form the plot.
3. With increase in confining stress, load carrying capacity of specimen increases.
4. Saturation value ‘B’ must be acquired to be more than 0.95 before starting the isotropic consolidation phase in CD test.
5. CD tests are performed at much slower strain rate as compared to CU tests for the same soil. The strain rate for CD test can be chosen approx. 8-10 times lower than the CU test.
6. It is important to have no pore water pressure generation throughout the shearing phase of CD test or in other words strain rate must be so small that pore water pressure must get dissipated quickly when specimen is subjected to compression loading in CD test.
7. In CD test, volumetric strain versus axial strain relationship shows contractive response for NC soils and dilative response for OC soils. (NC = Normally consolidated, OC = Over consolidated)
References:
1. IS: 2720 (Part 11):1993- Determination of the shear strength parameters of a specimen tested in unconsolidated undrained triaxial compression without the measurement of pore water pressure (first revision). Reaffirmed- Dec 2016.
2. IS: 2720 (Part 12):1981- Determination of Shear Strength parameters of Soil from consolidated undrained triaxial compression test with measurement of pore water pressure (first revision). Reaffirmed- Dec 2016.
3. ASTM D7181-11. Method for Consolidated Drained Triaxial Compression Test for Soils; ASTM: West Conshohocken, PA, USA, 2011.
This document will help you learn an introductory part and some detailed information on Shallow Foundations. As I am presenting this document to you I wish you all a Happy learning arena. It is highly recommended for students taking a bachelor degree in Civil Engineering, also it is a good document for students who are doing final touches for their examinations.
PROPAN - Potential Flow Code for Foils and Rotors: PROPAN is short for Propeller Panel Method. PROPAN is a panel code for the calculation of steady and unsteady potential flow around foils, open and ducted propellers, and wind and marine current turbines. PROPAN was developed by MARETEC (Marine and Environmental Technology Research Centre) at Instituto Superior Técnico (IST) which belongs to Lisbon University.
Maximum Power Extraction Method for Doubly-fed Induction Generator Wind TurbineIJECEIAES
This research presents a new scheme to extract the maximal available power from a wind turbine employing a doubly fed induction generator (DFIG). This scheme is developed from the wind turbine’s MPPT-curve. Furthermore, we propose control laws for the rotor and grid side-converters. The stability of the proposed maximum available power method and the control laws are proved mathematically upon Lyapunov’s stability criterion. Their efficiency is tested through the simulations of a DFIG wind turbine in Matlab/Simulink. Simulation results are analyzed and compared with that using a conventional scheme. Thanks to the suggested scheme, the wind turbine can track its maximum power point better and the electric energy output is higher comparing with that using the conventional scheme. Furthermore, by the suggested controllers, the rotor speed and current of the DFIG converged to their desired values. In other words, the wind turbine can achieve stable operations by the suggested control laws.
This three day course is intended for practicing systems engineers who want to learn how to apply model-driven systems Successful systems engineering requires a broad understanding of the important principles of modern spacecraft communications. This three-day course covers both theory and practice, with emphasis on the important system engineering principles, tradeoffs, and rules of thumb. The latest technologies are covered. <p>
FellowBuddy.com is an innovative platform that brings students together to share notes, exam papers, study guides, project reports and presentation for upcoming exams.
We connect Students who have an understanding of course material with Students who need help.
Benefits:-
# Students can catch up on notes they missed because of an absence.
# Underachievers can find peer developed notes that break down lecture and study material in a way that they can understand
# Students can earn better grades, save time and study effectively
Our Vision & Mission – Simplifying Students Life
Our Belief – “The great breakthrough in your life comes when you realize it, that you can learn anything you need to learn; to accomplish any goal that you have set for yourself. This means there are no limits on what you can be, have or do.”
Like Us - https://www.facebook.com/FellowBuddycom
This Analog Communication Lab Manual is prepared for JNTU, Hyderabad (in a general way to be utilized for the maximum institutions) for R18 regulation.
Quality defects in TMT Bars, Possible causes and Potential Solutions.PrashantGoswami42
Maintaining high-quality standards in the production of TMT bars is crucial for ensuring structural integrity in construction. Addressing common defects through careful monitoring, standardized processes, and advanced technology can significantly improve the quality of TMT bars. Continuous training and adherence to quality control measures will also play a pivotal role in minimizing these defects.
Event Management System Vb Net Project Report.pdfKamal Acharya
In present era, the scopes of information technology growing with a very fast .We do not see any are untouched from this industry. The scope of information technology has become wider includes: Business and industry. Household Business, Communication, Education, Entertainment, Science, Medicine, Engineering, Distance Learning, Weather Forecasting. Carrier Searching and so on.
My project named “Event Management System” is software that store and maintained all events coordinated in college. It also helpful to print related reports. My project will help to record the events coordinated by faculties with their Name, Event subject, date & details in an efficient & effective ways.
In my system we have to make a system by which a user can record all events coordinated by a particular faculty. In our proposed system some more featured are added which differs it from the existing system such as security.
Explore the innovative world of trenchless pipe repair with our comprehensive guide, "The Benefits and Techniques of Trenchless Pipe Repair." This document delves into the modern methods of repairing underground pipes without the need for extensive excavation, highlighting the numerous advantages and the latest techniques used in the industry.
Learn about the cost savings, reduced environmental impact, and minimal disruption associated with trenchless technology. Discover detailed explanations of popular techniques such as pipe bursting, cured-in-place pipe (CIPP) lining, and directional drilling. Understand how these methods can be applied to various types of infrastructure, from residential plumbing to large-scale municipal systems.
Ideal for homeowners, contractors, engineers, and anyone interested in modern plumbing solutions, this guide provides valuable insights into why trenchless pipe repair is becoming the preferred choice for pipe rehabilitation. Stay informed about the latest advancements and best practices in the field.
Student information management system project report ii.pdfKamal Acharya
Our project explains about the student management. This project mainly explains the various actions related to student details. This project shows some ease in adding, editing and deleting the student details. It also provides a less time consuming process for viewing, adding, editing and deleting the marks of the students.
Democratizing Fuzzing at Scale by Abhishek Aryaabh.arya
Presented at NUS: Fuzzing and Software Security Summer School 2024
This keynote talks about the democratization of fuzzing at scale, highlighting the collaboration between open source communities, academia, and industry to advance the field of fuzzing. It delves into the history of fuzzing, the development of scalable fuzzing platforms, and the empowerment of community-driven research. The talk will further discuss recent advancements leveraging AI/ML and offer insights into the future evolution of the fuzzing landscape.
Industrial Training at Shahjalal Fertilizer Company Limited (SFCL)MdTanvirMahtab2
This presentation is about the working procedure of Shahjalal Fertilizer Company Limited (SFCL). A Govt. owned Company of Bangladesh Chemical Industries Corporation under Ministry of Industries.
Water scarcity is the lack of fresh water resources to meet the standard water demand. There are two type of water scarcity. One is physical. The other is economic water scarcity.
Sachpazis:Terzaghi Bearing Capacity Estimation in simple terms with Calculati...Dr.Costas Sachpazis
Terzaghi's soil bearing capacity theory, developed by Karl Terzaghi, is a fundamental principle in geotechnical engineering used to determine the bearing capacity of shallow foundations. This theory provides a method to calculate the ultimate bearing capacity of soil, which is the maximum load per unit area that the soil can support without undergoing shear failure. The Calculation HTML Code included.
1. High Strain Pile Testing with the Pile Driving
Analyzer System® (PDA)and CAPWAP®
PDA Wave Mechanics 1
Outline
• Introduction
– Measurement Evaluation
– Forces and Stresses in Pile
– Integrity
– Bearing capacity
– Examples
• Summary
• Problems
PDA Wave Mechanics 2
2. Measuring strain and acceleration
at one point
Strain transducer Accelerometer
PDA Wave Mechanics 3
Alternative force transducer or F=ma
For F=ma or top load cell
testing, accelerometers must
be attached to pile top.
PDA Wave Mechanics 4
3. PDA testing and data acquisitionPDA testing and data acquisition
After securely
attaching sensors to
pile, it is important to
input the pertinent
and latest calibration
values in PDA
PDA Wave Mechanics 5
Measurements on a follower, nearshore
PDA Wave Mechanics 6
4. The Pile Driving Analyzer - Model 8G
• Measures force and
velocity, usually near
the pile top, but also
at other locations
such as the pile toe.
• Determines Case
Method resistance,
iCAP®, energy
transferred to pile
and stresses in pile
PDA and CAPWAP 7
Site Link® for Remote Monitoring
Reduces travel cost and scheduling problems
Site Link® for Remote Monitoring
Reduces travel cost and scheduling problems
PDA and CAPWAP 8
5. Acceleration and Strain vs. TimeAcceleration and Strain vs. Time
Accelerometers, one on each
side; acceleration, velocity,
displacement
Strain Transducers, one on
each side; yield strain, stress
and average force
PDA Wave Mechanics 9
●
Compressive stresses, forces: FMX, CSX, CSI
PDA Wave Mechanics 10
●CSX = 233 MPa (33.8 ksi)
FMX = 1280 kN
6. ●CSX = 233 MPa (33.8 ksi)
FMX = 1280 kN
●
● ●CSI = 245 MPa (35.5 ksi)
For H-piles, Load Cell or F=ma Measurements: no CSI
PDA Wave Mechanics 11
Compressive stresses, forces: FMX, CSX, CSI
Force, Velocity, DisplacementForce, Velocity, Displacement
FMX
DMX = ½ max (d1 + d2)
DFN = ½ (d1 fin + d2 fin)
d2(t) = ∫v2(t) dt
d1(t) = ∫v1(t) dt
d1 max
PDA Wave Mechanics 12
d1 fin
d2 fin
7. Pile top force and velocity from PDAPile top force and velocity from PDA
We are measuring the total force and the total velocity
We plot both together using Z to scale velocity
We are measuring the total force and the total velocity
We plot both together using Z to scale velocity
F(t) = ½ A E [ε1(t) + ε2(t)]
v(t) = ½ [v1(t) + v2(t)] Z
PDA Wave Mechanics 13
Fu = - vu (EA/c)Fu = - vu (EA/c)
u = - vu (E/c)u = - vu (E/c)
εu = - vu / cεu = - vu / cεd = vd / cεd = vd / c
d = vd (E/c)d = vd (E/c)
Fd = vd (EA/c)Fd = vd (EA/c)
If wave travels
“downwards”
If wave travels
“upwards”
PDA Wave Mechanics 14
8. Superposition of WavesSuperposition of Waves
Fd=ZvdFd=Zvd
Downward Waves
Fu=-ZvuFu=-Zvu
Upward Waves
F = Fd + Fu
v = vd + vu
PDA Wave Mechanics 15
Wave Down and Wave Up from F and Zv
Fd=½(F+Zv) Fu=½(F-Zv)
Fd or Wd; Fu or Wu
Fd1 or Wd1
Fd2 or Wu2
PDA Wave Mechanics 16
9. If we know wave up and wave down
We can calculate
Pile forces at other locations
If we know wave up and wave down
We can calculate
Pile forces at other locations
The force at any point along the pile length can be
determined from the superposition of the forces in
the upward traveling and downward traveling waves
The force at any point along the pile length can be
determined from the superposition of the forces in
the upward traveling and downward traveling waves
F = Fu + FdF = Fu + Fd
PDA Wave Mechanics 17
L
2L/ct = 0 L/c
Upward
Wave
Upward
Wave
Downward
Wave
Downward
Wave
Wave Superposition for Force below SensorsWave Superposition for Force below Sensors
X
Fd1
Fu2
Fx = Fu2 + Fd3
Fd3
2x/c
PDA Wave Mechanics 18
10. TopToe
t3
Tension Stress Calculation – Wave-UpTension Stress Calculation – Wave-Up
Point of max tension
min Fu
min Fu
PDA Wave Mechanics 19
Pile Damage: BTA, LTD
LTD
•A reduction of pile impedance (Z)
above the pile toe causes a tension
reflection before 2L/c
•The time at which the tension
reflection arrives at the gage location
indicates the depth to Z-reduction:
LTD = (tdamage / 2) c
•The magnitude of the Z-reduction is
calculated with the -formula
PDA Wave Mechanics 21
11. t1
t3
Fu,1 = ½(Ft3-Zvt3)
Fd,1 = ½(Ft1+Zvt1)
Damage Example
PDA Wave Mechanics 22
PDA Capacity Monitoring
The 1965 (Phase 1) equation was based on a
rigid body model: Ru = F(to) - mp a(to)
Time to is time of zero velocity – no damping
to
PDA Wave Mechanics 23
But then we derived the 1968 Case Method
12. Resistance Waves
L/c
L
x
Ri
-½Ri
RB
RB
Upward traveling wave at time 2L/c:
Fu,2 = -Fd,1 + ½Ri + ½Ri + RB
RTL = Fu,2 + Fd,1
Fd,1
-Fd,1
½Ri
PDA Wave Mechanics 24
½Ri
RD = Jv vtoe = Jc Z vtoeRD = Jv vtoe = Jc Z vtoe
Calculated Damping Component
The Case Method
uses the pile toe velocity for damping calculations; it is
affected by shaft and toe soil resistance!
Calculated Damping Component
The Case Method
uses the pile toe velocity for damping calculations; it is
affected by shaft and toe soil resistance!
PDA Wave Mechanics 25
Jv … viscous damping factor [kN/m/s]
Jc … the dimensionless Case Damping Factor
vtoe = (2Fd1 – RTL)/Z based on wave mechanics
14. Maximum Case Method Resistance, RXiMaximum Case Method Resistance, RXi
t1 t2
2L/c
Calculates Rstatic
at all times after
the first velocity
peak
Selects the
maximum Rstatic
for JC= 0.i
Calculates Rstatic
at all times after
the first velocity
peak
Selects the
maximum Rstatic
for JC= 0.i
PDA Wave Mechanics 28
Shaft and Toe Resistance
2L/ct = 0 L/c
L
x
R
-½R
RB
½R
RB
Fd,1 -Fd,1
½R
PDA Wave Mechanics 29
15. Ri - Wave upRi - Wave up
R
½R
PDA Wave Mechanics 30
An Example: PDA Capacity Results
End of Driving
PDA Wave Mechanics 31
17. Restrike, blow No. 4
PDA Wave Mechanics 34
PEBWAP for and End Bearing Pile
20x0.5” OEP; LG = 22.3 m; D46-32; 0.6 mm/bl; JC = 0.3
0
1500
3000
4500
6000
7500
0 5 10 15
Resistance-kN
Toe Displacement - mm
Total Resistance Static Resistance
Static Resistance = Total Resistance – Damping Factor * Toe Velocity
PDA and CAPWAP 35
18. THE CAPWAP METHODTHE CAPWAP METHOD
1 Set up pile and soil model and assume
Rshaft and Rtoe
1 Set up pile and soil model and assume
Rshaft and Rtoe
Rshaft
Rtoe
5 If no satisfactory match: Go to Step 25 If no satisfactory match: Go to Step 2
4 Adjust Rshaft and Rtoe4 Adjust Rshaft and Rtoe
3 Compare WUC with measured WUM3 Compare WUC with measured WUM
2 Apply measured WDM to pile model at top and
calculate complementary WUC
2 Apply measured WDM to pile model at top and
calculate complementary WUC
WUM
WDM
WUC
PDA and CAPWAP 36
First try (poor)
Final match (good)
Adjustments
CAPWAP is an
Iterative Process
PDA and CAPWAP 37
19. Seg. i
∆Li
Ri
Fdo
i
Fdn
i
Fun
i
Fuo
i
Rdi
Rui
The Pile is divided in Np
uniform pile segments of
approximately 1 m length.
Segment lengths are chosen
for equal time increment
∆t = ∆Li/ci.
Each Segment has:
impedance Zi,,= EiAi/ci ,
mass mi = Zi ∆t and
stiffness ki = Zi/∆t .
The Pile Model
PDA and CAPWAP 38
The Combined CAPWAP Pile and Soil ModelThe Combined CAPWAP Pile and Soil Model
Soil segment length:
LSi = Nfac Li
Soil segment length:
LSi = Nfac Li
Spring (static resistance)
Dashpot (dynamic resistance)
Spring (static resistance)
Dashpot (dynamic resistance)
t
t
t
t
t
t
t
Pile Model:
Impedance Zi
= EiAi/ci
Pile Segment
Length Li
Wave Travel
time in Pile
t = Li/ci
Pile Model:
Impedance Zi
= EiAi/ci
Pile Segment
Length Li
Wave Travel
time in Pile
t = Li/ci
PDA and CAPWAP 39
20. Rui, qi
Rt, qt
Ji
JT Shaft Resistance,
Ns times
Shaft Resistance,
Ns times
tG
The Basic
CAPWAP
Soil Model
The Basic
CAPWAP
Soil Model
End
Bearing
End
Bearing
PDA and CAPWAP 40
mt
Rui, qi
Rt, qt
Ji
JT
JSK
JBT
Add Radiation Damping
Inertia Resistance
Add Radiation Damping
Inertia Resistance
tG
ms
mPL
Some
CAPWAP
Soil Model
Extensions
Some
CAPWAP
Soil Model
Extensions
mSP
PDA and CAPWAP 41
21. Signal Matching ExampleSignal Matching Example
PDA and CAPWAP 42
First Trial Analysis (Lousy Match)First Trial Analysis (Lousy Match)
Input F
Matching F
Input F
Matching v
or
Input v
Matching F
or
PDA and CAPWAP 43
23. Working with Wave-UpWorking with Wave-Up
RU/RT = 782/702 kips
JS/JT = .29/.05 s/ft
(JCS/JCT = .50/.76)
RU/RT = 765/686 kips
JS/JT = .28/.06 s/ft
(JCS/JCT = .48/.82)
RU/RT = 765/686 kips
JS/JT = .26/.07 s/ft
(JCS/JCT = .44/.97)
QS/QT = .06/.12”
Unloading Parameters
Pretty good match: let’s quitPretty good match: let’s quit
PDA and CAPWAP 46
CAPWAP Help FeaturesCAPWAP Help Features
HC
CAPWAP Variable Help
HC
CAPWAP Variable Help
HR
CAPWAP Resistance
vs Displacement Help
HR
CAPWAP Resistance
vs Displacement Help
PDA and CAPWAP 47
24. CAPWAP’s
Static Pile and
Soil Model
CAPWAP’s
Static Pile and
Soil Model
kshaft, I = Ru,i
/qi
ktoe, i
Ru, i
kp, i
Rtoe, i
Q
u
1
uto
e
PDA and CAPWAP 48
CAPWAP Static AnalysisCAPWAP Static Analysis
The final static
load
displacement
curve is from a
t-z and q-z
analysis
The final static
load
displacement
curve is from a
t-z and q-z
analysis
PDA and CAPWAP 49
28. Instrumentation
PDA and CAPWAP 56
CAPWAP Results for several blows
0
5000
10000
15000
20000
25000
0 10 20 30 40
Displacement (mm)
Load(kN)
Toe Top
APE 750; 60 ton ram (2.4% of test load = 2470 tons). Four blows; 4.5 ft drop; 6 ft dia. shafts;
(under pier) in limestone
see: Rausche, Likins, Hussein, (2008). GSP #180, ASCE
Proposed failure criterion for dynamic tests for the cumulative toe
displacement:
D/60
29. 60 ton ram was 2.4% of failure load
2500 ton failure load
72” dia shaft; Cooper Marl
Large diameter shaft in soil
0
0.2
0.4
0.6
0.8
1
1.2
1.4
1.6
0 1000 2000 3000 4000 5000 6000
PileTopDisplacement(in)
Pile Top Load (Kips)
Blow 3 = 2.5 FT Stroke Blow 4 = 4.0 FT Stroke
Blow 5 = 5.0 FT Stroke Elastic Line
PDA and CAPWAP 58
CAPWAP Comparisons
with Static Load Tests – H-Pile
H-pile 14x73 (356 x 109);
Penetration 45 m
Soil: Silts and clays with N<15
for depths < 30 m, then clays
and silts with 40<N<100 to 45 m.
Hammer: D30-32
EOD: 8 mm set/blow
BOR: 5 mm set/blow
EOR: 15 mm set/blow
0
500
1000
1500
2000
2500
0 20 40 60 80 100
Displacement (mm)
Load(kN)
Top
Toe
SLT
CAPWAP 21-day Restrike (Blow 2): Ru=2060 kN; (Blow 25): Ru=1600 kN
Static Load Test (48 days): 2000 kN; Rausche, Likins, Hussein, 2008.
PDA and CAPWAP 59
30. Florida Drilled ShaftFlorida Drilled Shaft
Diameter:
• to 20 ft (6.1m) 28” (710mm)
• to 44 ft (13.4m) 24” (610mm)
• Soil: Shaft: Sand
Toe: Soft Limestone.
• Hammer: 10 tons
Hussein et al., 1992
6.1 m
13.4 m
Toe 2
Toe
Shaft
Shaft
Note:
Toe 2 treatment much simplified in
CAPWAP 2014
PDA and CAPWAP 60
Florida Drilled Shaft: Class A PredictionFlorida Drilled Shaft: Class A Prediction
• Required Rult:
1000 kips (4450 kN)
• Static and dynamic
tests indicate a
capacity less than
760 kips (3380 kN),
depending on criterion
3560 kN
• Offset Criterion yields
650 kips (2890 kN)
from static and
dynamic test.
PDA and CAPWAP 61
31. CAPWAP Correlation:
Automatic Procedure
CAPWAP Correlation:
Automatic Procedure
PDA and CAPWAP 62
CAPWAP Correlation:
Radiation Damping Model
CAPWAP Correlation:
Radiation Damping Model
PDA and CAPWAP 63
32. Combined Data Bases of GRL 1996
and from Stress Wave Conferences
Mean: 0.98; COV: 0.17; N = 303
Likins and Rausche, 2004
PDA and CAPWAP 64
CAPWAP Critique - iCAP Features
• CAPWAP is Non-unique?
Just one result!
• CAPWAP is Slow?
Real time result!
• CAPWAP needs Experience?
Done by PDA Operator!
PDA and CAPWAP 65
33. iCAP Application
• When?
– During Monitoring
– During Restrike
– During Reanalysis
• When Not?
– When pile and/or soil properties are not well known
– Problem data which lead to poor matches
• How?
– Just turn it on
• Notes:
– iCAP can be run directly from CAPWAP-2014 for non-
uniform piles
– iCAP is no CAPWAP; differences must be expected;
review is recommended
66PDA and CAPWAP 66
Summary
• PDA Testing During Driven Pile installation,
called monitoring, checks driving stresses, pile
integrity, resistance at the time of testing
• Performing a resike test after waiting yields a
dynamic load test.
• Case Method closed form measurements
together with stress wave considerations yield
information on
– dynamic stresses
– pile integrity
– bearing capacity
PDA Wave Mechanics 67