Drilled Shaft Testing - Pile Dynamics · Driven Pile Market Driven Piles •Continuous monitoring...
Transcript of Drilled Shaft Testing - Pile Dynamics · Driven Pile Market Driven Piles •Continuous monitoring...
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Drilled Shaft Testing
Pile Dynamics, Inc. Representative Days
September 27 – 29, 2017
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For driven piles we usually have a
dynamic loading system
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Dynamic Testing of cast-in-situ piles
• need large drop weight • Approx 2% or more of ultimate capacity
• e.g. 20 ton weight to assess 1000 tons capacity
• GRLWEAP to assess weight and cushion
• prepare pile top• top transducer
• excavate or build up pile top - 4 strains
• flat top protected by cushion
• analysis method (CAPWAP®)3
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CAPWAP must also model non-uniform pile
• Know the area at sensor location
• measure circumference
• Consider casing (composite), if applicable
• Know the total concrete volume !
• Shape from calipers or TIP – recommended
• Use soil profile information
• Add impedance increases or shaft plug
DLT on Bored Pile and CFA Piles
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DLT on Drilled Shafts and CFA Piles
Can assess “system” with wave equation for given
pile geometry, soil condition, and req’d ult capacity.
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Drop WeightTypically between 1% and 2% of required
test load
1% rock socket
1.5% friction pile
2% end bearing in granular soils
(test to 1000 ton by 20 ton ram)
More is generally better (up to 5%)
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Standard procedure:
Blows of increasing drop height, until either:
1. Permanent set > 3 ~ 4 mm
(0.12 ~ 0.16 inches)
stop if > 5 mm (0.2 inch) or more set, or
2. Stresses reach the limit, or
3. Capacity prediction > Required test load
DLT on Drilled Shafts and CFA Piles
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Pile Set
Set ideally between 1/4” and 1/8”
(6 to 3 mm)
Measured Independently by
1. laser
2. piano wire / mirror setup
3. survey equipment
4. PDM
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laser
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Information of Performed High Strain Dynamic Tests
E-mail: HSDT4 Sheet 2/2
Test # Date File NameTop of pile
Elevation
Existing
Ground
Elevation
CR
(m)
L total
(m)
Lp
(m)
LE
(m)
Indlinometer
Depth *
(m)
Blow #
Drop
Height
(m)
Set/Blow
(mm)
Hammer
cushion
#
Pile
cushion
#
1 0.50 1.44 5 8
2 1.00 3.36 5 8
3 1.50 4.15 5 8
1 0.50 2.16 4 3
2 1.00 4.05 4 3
3 1.25 4.50 4 3
4 1.25 5.50 4 3
1 0.25 0.923 4
2 0.50 2.103 4
3 0.75 3.303 4
Cushion #
Pile
Diameter
(cm)
Initial
Thickness
(mm)
Current
Thickness
(mm)
Total No.
of Hits
1 60 60 46 122 60 60 42 63 60 60 45 74 60 12 8 125 60 12 7 106 60 60 44.6 48 60 60 45 31 45 60 43.6 42 45 12 9.6 43 45 12 9 34 45 60 46 3
January
23, 2001
1 96.85
2.11
98.65
EN
P1
2Ja
nuary
23, 2001
EN
P2
**
98.65
21.8523.652.15 16.1522.00
19.60 16.153
January
23, 2001
EN
P3
**
*
98.65 96.90 1.60 21.15 19.40
96.95 21.15 19.60 16.1519.45
Increase drop heights until either stresses too large, or until achieve at least 3 mm (0.12”) set.
Stop test if 5 mm (0.2”) or more set.
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Preparation of the top
System generally used in the USA
Build up pile top with steel casing
•Reduces excavation
•Protects reinforcing
DLT on Drilled Shafts and CFA Piles
4 strain transducers recommended
(2 or 4 accelerometers)
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Preparation of the top
Another system Reinforced cap executed after
casting and cut-off
Sensors preferably installed on
pile shaft surface smoothened
with an electric grinder
Photos provided by PDI
Engenharia, RJ, Brazil
DLT on Drilled Shafts and CFA Piles
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Las Truchas Mexico – June 1974 Testing barrette
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steel casing and
Arbor Housing
Charleston WV
1977 CFA tests
--------------------------
Tampa, Florida
(early 1982)
“Sunshine Skyway”
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Tested 100 shafts(1.5 m dia - 60 m long)
Socketed in Claystone
Ru = 2000 tons
DLT saved $2 million
Melbourne, Australia
1982
Westgate Freeway
Design and Performance of Dynamic Tests of Large Diameter Drilled Shafts, by: Rausche, F., Seidel, J.
Correlation of Static and Dynamic Pile Tests on Large Diameter Drilled Shafts; by: Seidel, J., Rausche, F.
Both papers presented at: Second Int’l Conference on Application of Stress Wave Theory on Piles: Stockholm, Sweden, May 1984.
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Pile Velocity
Force
Traditional F = ma
Single
mass only
Top
transducer
F
V
Strain / Force
Accelerometer
20
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F = ma
Force
Transducer
Use 4 strains
21
Accelerometer
always on pile
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Traditional - Pile Top Preparation
Remove steel casing for small diameter shafts
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Tampa
$120 million
repair cost
1 year delay
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DAY and NIGHT: DRILLED SHAFT TESTING
TampaAPE 750 hammer
60 ton ram
4.5 ft drop
6 ft dia. Shafts (under pier)
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DRILLED SHAFT DESIGN
• xx
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0 40
-25000
0
25000
50000 Shaft A
ms
kN
6 L/c
Force Measured
Velocity Measured
Shaft
40
-25000
0
25000
50000 Shaft B
ms
kN
6 L/c
Force Measured
Velocity Measured
Shaft
0 10000 20000 30000 40000 0
5
10
15
20
25
Load versus Movement, kN vs mm
Shaft Top
Shaft Bottom
Ru = 34705.0 kN
Rs = 18969.0 kN
Rb = 15736.0 kN
Dy = 12.8 mm
Dx = 14.3 mm
0 10000 20000 30000 40000 0
5
10
15
20
25
Load versus Movement, kN vs mm
Shaft Top
Shaft Bottom
Ru = 21130.1 kN
Rs = 16295.4 kN
Rb = 4834.7 kN
Dy = 17.5 mm
Dx = 21.7 mm
0
500
1000
1500
2000
2500
0
10000
20000
30000
40000
Shaft Resistance Distribution, kN/m
Shaft Force at Ru, kN
0
500
1000
1500
2000
2500
0
10000
20000
30000
40000
Shaft Resistance Distribution, kN/m
Shaft Force at Ru, kN
Tampa Results for two 72” dia shafts
Large-scale Dynamic High-Strain Load Testing of a Bridge Pier Foundations. Hussein, M.H., Bullock, P.J., Rausche, F., McGillivray, R., Eighth Int’l Conf. on Application of Stress Wave Theory to PilesLisbon, Portugal 2008
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F=maAttach accelerometer
to ram; instead of
strain for force.
attach accelerometers
to the pile for velocity.
Single mass ram-1000
0
1000
2000
3000
4000
5000
6000
7000
8000
0.015 0.02 0.025 0.03 0.035 0.04
Time (s)
Pile
Fo
rce
(kN
)
Force from Ram
Force from Pile
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28
F=ma or Top Transducer - Preparation
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A
TOP TRANSDUCER
F
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Shaft Diameter 1.68 m
Transducer diameter600 mm
Thin cushion
Drilled Shaft Tests
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Thick cushion
“APPLE”drop weightwith 28 tons
20 – 80 tons available
Testing bored piles
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FORCE TRANSDUCER
• Force is more accurate
• No “windows” in casing
• Area and Modulus known
• Less pile preparation
• Eliminate excavations
• 8 strains (4 pairs: in/out)
• Accelerometer on pile
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Alternate Analysis
Transducer Force = Pile Top Force
εtrans x EAtrans = εpile x EApile
εpile = εtrans x EAtrans / EApile
(EAtrans / EApile ) input as “replay factor” input E and A of the pile
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Testing Pile Through Slab
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The PDA is, and has been designed for the Driven Pile Market
Driven Piles
• Continuous monitoring of hundreds if not thousands of blows
• Entry of driving resistance often entered in #blows / m (ft)
• Force measurement taken from the pile top
Bore Piles
• Require as few blows as possible
• Set measured after each blow
• Force measurement may be taken various ways• By load cell / Dolly
• Traditionally
• From ram measurements
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Designed for the Bored Pile Industry
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Allows for multiple configurations of force measurement
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Proceeding to Data Collection
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Standard configuration where measurements are made on the pile
Hammer is custom defined for the user’s drop weight
Display confirmsMeasurement location
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F=ma Configuration
%Ram Mass below the sensors allows for inertial correction
Helmet Mass allows for inertial correction
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Load Cell Instrumentation
User fabricated load cell may be recalled
Load Cell Appears when activated
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Stress values on the pile can be calculated from measurements made on the Load Cell
Helmet Mass allows for inertial correction
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Database of Load Cells are stored in system
Users often require load cells of various sizes to
appropriately match the Load Cell to the pile size
and required load
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Enter Properties of your own Load Cell
Calculated FMX valued is based on the entered area and the yield strength of the load cell
This can be used to verify the appropriate size of the Load cell for the Loads required
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Cal Pulse will Display the Active Channels
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Force vs. Displacement Plot
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Total Resistance (Case) vs. Displacement
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Static Resistance (Case) vs. Displacement
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Set and Drop Height EntryAuto Populated Summary Graph