Transcript Analysis Types - Pile Driving Contractors Association

Wave Equation Applications
2009 PDCA Professor Pile Institute
Patrick Hannigan
GRL Engineers, Inc.
Analysis Types
Bearing Graph
- Proportional Resistance (most common)
- Constant Shaft (i.e. pile driven to rock)
- Constant Toe (i.e. friction pile)
Analysis Results: Capacity, stress, stroke
(OED) vs. Blow count
Analysis Application: Hammer approvals,
capacity assessments, hammer sizing.
Analysis Types
Inspector’s Chart
– For a constant capacity (e.g. the required
ultimate capacity), plots stroke vs blow count
– Variable energy hammers only
• Single acting diesel (open end)
• Double acting diesel (closed end)
• Single and Double Acting Hydraulic hammers
– Primarily used for field control
• For an observed hammer stroke, what is minimum
blow count?
Analysis Types
Driveability
User inputs detailed soil profile including expected soil
strength losses, splice depths, wait times, etc.
GRLWEAP calculates soil resistance and associated
numerical results at user specified analysis depths.
Analysis Result: blow count, stresses, and transferred
energy versus depth
Analysis Interpretation: predicted blow counts and stresses
allow determination of driveability through problematic
dense layers
Application: frequently used in the offshore oil industry
Summary of
Wave Equation Applications
Develop Driving Criterion
Blow Count for a Required Ultimate Capacity
Blow Count for Capacity as a Function of Energy / Stroke
Check Driveability
Blow Count vs. Penetration Depth
Driving Stresses vs Penetration Depth
Determine Optimal Driving Equipment
Driving Time
Refined Matching Analysis
Adjust Input Parameters to Fit Dynamic Measurements
WHAT INFORMATION
DO WE NEED FOR
GRLWEAP ANALYSIS ?
REQUIRED INFORMATION
• Hammer
– Model
– Stroke and Stroke Control
– Any Modifications
• Driving System
– Helmet Weight (including Striker Plate & Cushions)
– Hammer Cushion Material (E, A, t, er)
– Pile Cushion Material (E, A, t, er)
REQUIRED INFORMATION
• Pile
– Length,
– Cross Sectional Area
– Taper or Other Non-uniformities
– Specific Weight
– Splice Details
– Design Load
– Ultimate Capacity
– Pile Toe Protection
REQUIRED INFORMATION
• Soil
– Boring Locations with Elevations
– Soil Descriptions
– N-values or Other Strength Parameters vs Depth
– Elevation of Excavation
– Elevation of Pile Cut-off
– Elevation of Water Table
– Scour Depth or Other Later Excavations
Pile Driving
and
Equipment
Data Form
Co ntract No .:
P ro ject:
S tru cture Na me an d/o r No .:
P ile Drivin g Co ntracto r o r Su bco n tracto r:
Co un ty:
(Piles d riv en b y)
R
a
m
Hammer
Man ufa cturer:
Mo d el No .:
Ham mer Type :
Se rial No .:
Man ufa cturers Max imu m Ra te d E ne rg y:
Stro ke a t Max imu m Ra te d E ne rg y:
Ran ge in O p era tin g E ne rg y:
to
Ran ge in O p era tin g S tro ke:
to
Ram W eigh t:
(kip s)
Mod ific atio ns:
(ft-lbs)
(ft)
(ft-lbs)
(ft)
Anvil
Striker
Plate
Weigh t:
Thickne ss:
(kips) Diam ete r:
(in)
(in )
Mate rial # 1
Hammer
Cushion
Ma te rial # 2
(fo r Co mp osite Cu shion )
Nam e:
Na me :
Area :
(in2 ) A re a:
Thickne ss/Plate :
(in)
Th ickn ess /P la te:
No. o f P la tes:
No . of Plate s:
Tota l Thickne ss of Ha mm er Cu sh ion :
Helmet
(Drive Head) Weigh t:
Pile
Cushion
(kips)
Mate rial:
Area :
(in2 )
No. o f S he ets:
Tota l Thickne ss of P ile Cus hio n:
Th ickn ess /S h ee t:
(in )
Pile Typ e:
Wall Th ickn ess:
Cro ss Se ctio na l Area :
(in )
Tap er:
(in 2) We ig ht/Ft:
Orde re d Le n gth :
Design Lo ad :
Ultim ate P ile Ca pa city:
(ft)
(kip s)
(kip s)
Pile
Descrip tion of S plice:
Driv ing Sh oe /Clo su re P la te De scriptio n:
Su bm itted By:
Telep ho ne No.:
(in 2)
(in)
Date :
Fax No .:
(in)
GRLWEAP Example 1 & 2 Problem
Hammer:
Delmag D 12-42; 46 kJ (34 ft-kips)
Depth
Hammer Cushion:
50 mm (2 inch) Aluminum + Conbest
(m) (ft)
0
0
4
10
20
8
Helmet: 7.6 kN (1.7 kips)
Medium
Sand
N’ = 20
Pile: Closed End Pipe
OD 356 mm (14 inch)
Wall 8 mm (0.314 inch)
Ru = 330 kips
30
12
40
16
50
60
20
Shaft Resistance, 84%:
Triangular Distribution
1240 kN (280 kips)
Toe Resistance, 16%:
240 kN (54 kips)
1480 kN
U ltim a t e C a p a c ity ( k N )
250
200
200
150
150
100
100
50
50
0
0
2000
27-Aug-2003
GRLWEAP (TM) Version 2003
DELMAG D 12-42
Efficiency
0.800
Helmet
Hammer Cushion
7.60 kN
10535 kN/mm
Skin Quake
Toe Quake
Skin Damping
Toe Damping
2.500
3.000
0.160
0.500
Pile Length
Pile Penetration
Pile Top Area
20.00 m
19.00 m
86.51 cm2
Pile Model
Skin Friction
Distribution
mm
mm
sec/m
sec/m
5.00
1600
4.00
1200
3.00
2.6 m
800
2.00
400
1.00
0
0.0
T e n s io n S tr e s s ( M P a )
195 MPa
250
25.0
50.0
75.0
100.0
Blow Count (blows/.25m)
68 blows / 0.25 m
125.0
0.00
150.0
S t r o k e ( m e te r )
C o m p r e s s iv e S tr e s s ( M P a )
GRLWEAP Example 1 Solution - SI
GRL Engineers, Inc.
FHWA - GRLWEAP EXAMPLE #1
Res. Shaft = 84 %
(Proportional)
GRLWEAP Example 2 Solution - SI
GRL Engineers, Inc.
FHWA - GRLWEAP EXAMPLE #2
31-Jan-2005
GRLWEAP (TM) Version 2005
250
Tension Stress (MPa)
Compressive Stress (MPa)
250
200
150
100
D 12-42
200
Capaci ty
Effi ci ency
150
Hel m et
Ham m er Cushi on
100
50
DELMAG
Ski n
T oe
Ski n
T oe
Quake
Quake
Dam ping
Dam pi ng
1480.0 kN
0.800
7.60 kN
10699 kN/mm
2.540
5.931
0.164
0.490
mm
mm
sec/m
sec/m
50
0
0
Pi l e Length
Pi l e Penetration
Pi l e T op Area
20.00 m
19.00 m
87.46 cm 2
4.00
Pi l e M odel
Ski n Fri cti on
Di stri buti on
Stroke (m)
3.50
3.00
2.50
2.00
1.50
33
54
74
95
115
136
Bl ow Count (bl ows/.25m )
156
Res. Shaft = 84 %
(Proportional )
GRLWEAP Example 3 Problem
Penetration Depth for
Tension Evaluation
Depth
4
Pile Cushion: 114 mm (4.5 inch) Plywood
0
10
Loose Silty
Fine Sand
N’ = 8
20
30
16
40
20
Medium Dense
Silty Fine Sand
N’ = 14
Shaft Resistance, 33%:
597 kN (134 kips)
Shaft Resistance, 5%:
97 kN (22 kips)
50
60
Pile: Square Prestressed Concrete
Pile Length 12 m (39 ft)
356 mm (14 inch)
Ultimate Capacity: 1807 kN (406 kips)
Shaft Resistance, 10%:
180 kN (40 kips)
8
12
Hammer Cushion:
200 mm (7.9 inch) Monocast MC 901
Helmet: 9.6 kN (2.16 kips)
(m) (ft)
0
Hammer:
JUNTTAN HHK 3
Dense Sand
and Gravel
N’ = 34
Toe Resistance, 52%:
933 kN (210 kips)
Example 3 Solution – Shallow Depth
GRL Engineers, Inc.
FHWA - GRLWEAP EXAMPLE #3, 114mm @ 3.5m
FHWA - GRLWEAP EXAMPLE #3, 209mm @ 3.5m
GRLWEAP (TM) Version 2005
20
Tension Stress (MPa)
Compressive Stress (MPa)
20
31-Jan-2005
16
12
8
16
12
8
4
4
0
0
JUNT T AN HHK 3
Stroke
Effi ci ency
Hel m et
Ham m er Cushi on
Pi l e Cushi on
Ski n
T oe
Ski n
T oe
Quake
Quake
Dam ping
Dam pi ng
JUNT T AN HHK 3
1.00
0.800
1.00 m
0.800
9.60
1989
229
2.500
5.994
0.161
0.500
Pi l e Length
12.00
Pi l e Penetration
3.50
Pi l e T op Area 1267.35
9.60 kN
1989 kN/mm
125 kN/mm
mm
mm
sec/m
sec/m
2.500
5.994
0.161
0.500
mm
mm
sec/m
sec/m
12.00 m
3.50 m
1267.35 cm 2
Ultimate Capacity (kN)
2500
Ski n Fri cti on
Ski n Fri cti on
Pi l e M odel Di stri buti on Pi l e M odel Di stri buti on
2000
1500
1000
500
0
0
40
80
120
160
200
Bl ow Count (bl ows/.25m )
240
Res. Shaft = 48 %
(Proportional )
Res. Shaft = 48 %
(Proportional )
Example 3 Solution – Final Depth
GRL Engineers, Inc.
FHWA - GRLWEAP EXAMPLE #3, 209mm @ 11.5m
20
Tension Stress (MPa)
Compressive Stress (MPa)
20
16
12
8
31-Jan-2005
GRLWEAP (TM) Version 2005
JUNT T AN HHK 3
16
Stroke
Effi ci ency
12
Hel m et
Ham m er Cushi on
Pi l e Cushi on
8
4
4
0
0
Ski n
T oe
Ski n
T oe
Quake
Quake
Dam ping
Dam pi ng
Pi l e Length
Pi l e Penetration
Pi l e T op Area
1.00 m
0.800
9.60 kN
1989 kN/mm
376 kN/mm
2.500
6.000
0.160
0.500
mm
mm
sec/m
sec/m
12.00 m
11.50 m
1267.35 cm 2
2500
Ultimate Capacity (kN)
Pi l e M odel
Ski n Fri cti on
Di stri buti on
2000
1500
1000
500
0
0
25
50
75
100
125
Bl ow Count (bl ows/.25m )
150
Res. Shaft = 48 %
(Proportional )
GRLWEAP Example 5 Problem
Hammer:
Conmaco 140: 56.9 kJ (42 ft-kips)
Hammer Cushion:
152 mm (6 inch) Blue Nylon
Depth
Helmet: 18.09 kN (4.1 kips)
(m) (ft)
0
4
8
Pile Cushion: 254 mm (10 inch) Plywood
0
Loose Slit
(Subject to
10
Scour)
20 Extremely Dense
Sand and Gravel
N’ = 110
5m
4m
30
12
16
40
50
Dense Sand
and Gravel
N’ = 33
60
24
Displacement Pile: Square Prestressed Concrete
356 mm (14 inch) x 14 m (46 ft) long
Driving Resistance: 2870 kN (645 kips)
Non-Displacement Pile: H-Pile
NonHP 360x152 (14x102) x 16 m (52.5 ft) long
Driving Resistance: 2405kN (540 kips)
Ultimate Capacity: 1780 kN (400 kips)
after Scour
Minimum Penetration Requirement
20
70
11.5 m
Sheeting for Cofferdam
Bedrock
Example 5 Solution – First Pile
GRL Engineers, Inc.
FHWA - GRLWEAP EXAMPLE #5 - First Pile Gain/Loss 1 at Shaft and Toe 1.000 / 1.000
Ult. Capacity (kN)
D e p th (m )
0
1000
2000
3000
0
10
20
30
ENTHRU (kJ)
40
0.0
2
2
2
4
4
4
5
5
5
7
7
7
9
9
9
11
11
11
13
13
13
14
14
14
16
16
16
18
0
20
40
60
Blow Count (blows/.25m)
GRLWEAP(TM) Version 2005
Comp. Stress (MPa)
4000
80
18
0
10
20
Tension (MPa)
30
2005 Jan 17
40
18
0.0
10.0
20.0
30.0
40.0
0.5
1.0
1.5
2.0
Stroke (m)
Example 5 Solution – Subsequent Piles
GRL Engineers, Inc.
2005 Jan 17
FHWA - GRLWEAP EXAMPLE #5 - Later Piles Gain/Loss 1 at Shaft and Toe 1.330 / 1.330
Ult. Capacity (kN)
D e p th (m )
0
1000
2000
3000
Comp. Stress (MPa)
4000
0
10
20
30
ENTHRU (kJ)
40
0.0
2
2
2
4
4
4
5
5
5
7
7
7
9
9
9
11
11
11
13
13
13
14
14
14
16
16
16
18
0
50
100
150
Blow Count (blows/.25m)
GRLWEAP(TM) Version 2005
200
18
0
10
20
Tension (MPa)
30
40
18
0.0
10.0
20.0
30.0
40.0
0.5
1.0
1.5
2.0
Stroke (m)
Example 5 Solution – H-pile Alternate
GRL Engineers, Inc.
2005 Jan 17
FHWA - GRLWEAP EXAMPLE #5 - H-Pile
Gain/Loss 1 at Shaft and Toe 1.000 / 1.000
Ult. Capacity (kN)
D e p th (m )
0
4000
8000
12000
Comp. Stress (MPa)
16000
0
100
200
300
ENTHRU (kJ)
400
0.0
2
2
2
4
4
4
5
5
5
7
7
7
9
9
9
11
11
11
13
13
13
14
14
14
16
16
16
18
0
100
200
GRLWEAP(TM) Version 2005
300
Blow Count (blows/.25m)
400
18
0
100
200
Tension (MPa)
300
400
18
0.0
10.0
20.0
30.0
40.0
0.5
1.0
1.5
2.0
Stroke (m)
GRLWEAP Example 6 Problem
Hammer:
ICE 42-S: 56.9 kJ (42 ft-kips)
or
Vulcan 014: 56.9 kJ (42 ft-kips)
Depth
(m)
0
Hammer Cushion: Varies
(ft)
Helmet: Varies
0
10
4
20
8
Loose
Silty Fine
Sand
30
12
16
20
Shaft Resistance, 30%
Triangular Distribution
540 kN (121 kips)
40
50
60
Pile: Closed End Pipe
Pile Length 20 m (66 ft)
Pile Penetration 16 m (52.5 ft)
355 mm (14 inch) x 9.5 mm (3/8 inch)
Ultimate Capacity 1800 kN (405 kips)
Very Dense
Silty Fine Sand
Toe Resistance, 70%
1260 kN (284 kips)
GRL Engineers, Inc.
FHWA-GRLWEAP EXAMPLE #6 - Lt Ram, 10mm
FHWA-GRLWEAP EXAMPLE #6 - Hy Ram, 10mm
31-Jan-2005
GRLWEAP Example 6 Solution
- SI(TM) Version 2005
GRLWEAP
400
Tension Stress (MPa)
Compressive Stress (MPa)
400
320
240
160
320
240
160
80
80
0
0
42-S
Effi ci ency
Hel m et
Ham m er Cushi on
Ski n
T oe
Ski n
T oe
Quake
Quake
Dam ping
Dam pi ng
VULCAN
0.800
0.670
9.12
6075
2.500
10.000
0.150
0.500
Pi l e Length
20.00
Pi l e Penetration
16.00
Pi l e T op Area
103.41
VUL 014
7.45 kN
1417 kN/mm
mm
mm
sec/m
sec/m
2.500
10.000
0.150
0.500
mm
mm
sec/m
sec/m
20.00 m
16.00 m
103.41 cm 2
10
Ski n Fri cti on
Ski n Fri cti on
Pi l e M odel Di stri buti on Pi l e M odel Di stri buti on
2000
8
Stroke (m)
Ultimate Capacity (kN)
2500
ICE
1500
6
1000
4
500
2
0
0
50
100
150
200
250
Bl ow Count (bl ows/.25m )
0
300
Res. Shaft = 30 %
(Proportional )
Res. Shaft = 30 %
(Proportional )
GRLWEAP Example 8 Problem
Hammer: Berming B 2005; 32.7 kJ (24 ft-kips)
Hammer Cushion:
152 mm (6 inch) Aluminum + Micarta
Helmet: 7.1 kN (1.6 kips)
Pile: Closed End Pipe
324 mm (12.75 inch) x 15 m (50 ft) long
Ultimate Capacity; 1470 kN (330 kips)
Depth
(m) (ft)
0
4
0
10
Medium Sand
N’ = 10, Φ = 30°
Medium Clay
20 Cu = 36 kPa (0.8 ksi)
Shaft Resistance, 2%: 28 kN (7 kips)
Shaft Resistance, 8%: 112 kN (26 kips)
8
30
12
40
16
50
60
20
Dense Sand
N’ = 35, Φ = 37.5°
Shaft Resistance, 37%: 551 kN (122 kips)
Toe Resistance, 53%:
779 kN (175 kips)
GRL Engineers, Inc.
FHWA - GRLWEAP EXAMPLE #8 - 6.3 mm Wall
FHWA - GRLWEAP EXAMPLE #8 - 7.1 mm Wall
31-Jan-2005
GRLWEAP Example 8 Solution
- SI
GRLWEAP
(TM) Version 2005
375
Tension Stress (MPa)
Compressive Stress (MPa)
375
300
225
150
300
225
150
75
75
0
0
 7.1 mm
 6.3 mm
Effi ci ency
BERM INGH B2005
0.800
0.800
Hel m et
7.12
Ham m er Cushi on245185
Ski n
T oe
Ski n
T oe
Quake
Quake
Dam ping
Dam pi ng
Pi l e Length
Pi l e Penetration
Pi l e T op Area
2.500
2.500
0.150
0.500
15.00
14.00
62.88
7.12 kN
245185 kN/mm
mm
mm
sec/m
sec/m
2.500
2.500
0.150
0.500
mm
mm
sec/m
sec/m
15.00 m
14.00 m
70.69 cm 2
5
Ski n Fri cti on
Ski n Fri cti on
Pi l e M odel Di stri buti on Pi l e M odel Di stri buti on
1600
4
Stroke (m)
Ultimate Capacity (kN)
2000
BERM INGH B2005
1200
3
800
2
400
1
0
0
50
100
150
200
250
Bl ow Count (bl ows/.25m )
0
300
Res. Shaft = 47 %
(Proportional )
Res. Shaft = 47 %
(Proportional )
GRLWEAP Example 8 Solution
- SI
GRLWEAP (TM) Version 2005
GRL Engineers, Inc.
FHWA - GRLWEAP EXAMPLE #8 - 7.9 mm Wall
FHWA - GRLWEAP EXAMPLE #8 - 9.5 mm Wall
250
Tension Stress (MPa)
Compressive Stress (MPa)
250
200
150
100
200
150
100
50
50
0
0
 9.5 mm
 7.9 mm
2000
BERM INGH B2005
Effi ci ency
BERM INGH B2005
0.800
0.800
Hel m et
7.12
Ham m er Cushi on245185
Ski n
T oe
Ski n
T oe
Quake
Quake
Dampi ng
Dam pi ng
Pi l e Length
Pi l e Penetrati on
Pi l e T op Area
2.500
2.500
0.150
0.500
15.00
14.00
78.45
7.12 kN
245185 kN/mm
mm
mm
sec/m
sec/m
2.500
2.500
0.150
0.500
mm
mm
sec/m
sec/m
15.00 m
14.00 m
93.86 cm 2
5
Ski n Fri cti on
Ski n Fri cti on
Pi l e M odel Di stri buti on Pi l e M odel Di stri buti on
1600
4
Stroke (m)
Ultimate Capacity (kN)
31-Jan-2005
1200
3
800
2
400
1
0
0
50
100
150
200
250
Bl ow Count (bl ows/.25m)
0
300
Res. Shaft = 47 %
(Proporti onal )
Res. Shaft = 47 %
(Proporti onal )
GRLWEAP Example 8 Solution
Summary of Compression Stress and Blow Count Results
Wall Thickness
Mm
Compressive Stress
MPa
ksi
Blows/0.25 m
Blows/ft
0.250 9.5 mm
244
35.4
160
195
7.1
0.281
213
30.9
130
158
7.9
0.312
197
28.6
115
140
9.5
0.375
183
26.5
100
120
6.3
inch
Blow Count
 7.9 mm
Criteria 0.90 FY = 279 MPa or 40.5 ksi,
Blow count of 25 – 98 bl/.25 m or 30 - 120 bl/ft