l-pile and calculating deep hd pile & hd micropile
TRANSCRIPT
Geo techn i ca l In te rp re t i ve Repo r t
Comparison of Load Test Measured to LPILE Predicted Deflections for APE’s Helical Displacement Piles
Prepared for
American Piledriving Equipment
June 17, 2015
1100 112th Ave. N.E., Suite 500
Bellevue, WA 98004
Introduction
This document summarizes comparisons of lateral load test results on American Piledriving Equipment’s
(APE) HD micropile and HD piles with predicted lateral deformations computed with the program LPILE by
Ensoft. APE’s HD micropile is a helical pile grouted as the pile is screwed into the ground by injecting grout
down the center of the pile and out one or more grout ports at the helix. APE’s HD pile is the name given to
their high strength micropiles installed without grouting. Where a single diameter is referenced in the pile
name, it refers to the nominal outside diameter of the steel pile section. All the steel piles referenced in this
document were manufactured by APE and had a nominal yield strength of 110 ksi.
Limitations
Some of the load test and subsurface exploration data compared in this report and used as a basis for
analyses were collected by others. CH2M HILL is not responsible for the accuracy of the data and has made
interpretations based on commonly accepted geotechnical engineering practice.
While we believe that the correlations provided in this report are useful starting points for the design of
APE’s HD series piles, the data is limited in scope and only represents relationships between test and LPILE-
predicted results in specific subsurface conditions and installations. Even where conditions appear to be
similar to those described in this document, these results are no substitute for load testing for the site
specific subsurface conditions, pile details, and construction means and methods.
CH2M HILL is not responsible for reuse or applications of data or analysis contained in this report to other
projects.
Comparison of Load Test to LPILE-Predicted Lateral Deformations
Lateral load test deformations have been compared with deformations predicted with the use of the LPILE
program developed by Ensoft for various pile types and sizes at three different sites:
• Kent, Washington – 7-inch HD micropiles and 7 HD piles
• Sayreville, New Jersey – 7-inch and 4.5-inch HD micropiles
• Keeyask Camp (near Gilam), Manitoba Canada – 7-inch and 9.625-inch HD piles.
Table 1 summarizes pertinent details of the piles including assumed transformed structural sections, and
modifications needed to the P- or y-multipliers in LPILE for the predicted lateral deformation to approximate
the deformation measured during load testing. Assumed soil properties and depths, plots of load test
deformations compared to LPILE-predictions, and the nearest boring log from the site are provided in
separate sections for each of the sites.
Measured vs. LPILE Deflections
06/17/2015 1 of 28
TABLE 1
Summary of LPILE to Load Test Data Matching
Location Steel
Outside
Diameter
Steel
Thickness
Helix
Diameter
Grout
Column
Diameter(1)
Grout
Unconfined
Compressive
Strength
LPILE Inputs
(inches) (inches) (inches) (inches) (psi) Diameter
(inches)
I
(in4)
E
(ksi)
Comments Multiplier to
Match
Measured
Deflection
Kent 7.0
0.453
18
N/A N/A 7 50 29,000 Ungrouted. P-mult = 3.5
15
9,000
15 720 29,000 Uncracked, full diameter.
Transform section on steel basis.
(Results similar if transform
section on grout basis)
1
15 320 29,000 Completely cracked. Transform
section ignores grout outside
steel.
P-mult = 3.5
Sayreville 7.0 0.408 16 16 8,000 16 3220 4,800 Uncracked, full diameter.
Transform section on grout basis.
y-mult=1.5
16 374 4,800 Completely cracked. Transform
section ignores grout outside
steel.
P-mult = 3.5
4.5 0.290 14 12 8,000 12 1018 4,800 Uncracked, full diameter.
Transform section on grout basis.
1
12 68 4,800 Completely cracked. Transform
section ignores grout outside
steel.
P-mult = 6
Keeyask 7.0 0.408 16 N/A N/A 7 46 29,000 Ungrouted P-mult = 6
9.625 0.545 18 N/A N/A 9.625 161 29,000 Ungrouted P-mult = 4
(1) Determined from net grout volume injected below grade
N/A: Not applicable
Measured vs. LPILE Deflections
06/17/2015 2 of 28
The comparisons completed to date indicate that a P-multiplier ranging from 3.5 to 6 is needed to make
LPILE predictions for the HD piles (ungrouted) match load test results. A P-multiplier is an increase to the
applied load, i.e., the unadjusted LPILE deformations were much higher than the measured deflections.
For the HD micropiles (grouted), LPILE analyses using pile section properties that account for the full
uncracked strength of the grout both inside and outside of the steel matched the load test deformations
relatively well. A P-multiplier ranging from about 3.5 to 6 must be applied in order for the LPILE analyses
using the modulus of elasticity (E) of the grout and a transformed area (A) and moment of inertia (I) of only
the steel and interior grout applied over the diameter of the exterior grout in order for the predicted lateral
deflection to approximately match the measured deflection.
Axial compression testing of HD micropiles at the Kent site (the only site where grouted piles were tested
laterally and in compression or tension), both by static load testing and Pile Driving Analysis (PDA) testing,
indicated that grouting the pile increases the axial skin significantly. However, graphical evaluation of the
skin friction relative to the elastic shortening of the pile indicated that the contribution to the structural
section (the cross sectional area and composite modulus of elasticity) made by the grout outside of the steel
should be ignored in axial analyses.
References
CH2M HILL. 2013. Helical Pile Test Program, APE Yard Kent, Washington. Prepared for American Piledriving
Equipment, Inc., Kent, WA. June 10. 88p.
Isenhower, W.M. and S.T. Wang. 2013. LPILE Technical Manual for LPile 2013, A Program for the Analysis of
Deep Foundations Under Lateral Loading. Ensoft, Inc. 202p.
Trek Geotechnical. 2013a. Keeyask Camp Helical Pile Installation Trial – Observation Summary. Letter report
to Britco. August 14. 36p.
Trek Geotechnical. 2013b. Geotechnical Investigation – Keeyask Work Camp. Prepared for Scouten and
Associates Engineering, Prince George, BC Canada. February 5. 118p.
Measured vs. LPILE Deflections
06/17/2015 3 of 28
Kent, Washington Supporting Data and Analysis Summary
Measured vs. LPILE Deflections
06/17/2015 4 of 28
TABLE 1
Estimated Soil Design Parameters
APE Yard Helical Pile Test Program
Soil
Unit
No.
Depth
Range 1
(feet) Name
Unified Soil
Classification
Abbreviation
Average
(N1)60
Total
Unit
Weight,
γγγγ
(pcf)
Effective
Unit
Weight,
γγγγ’
(pcf)
Effective
Friction Angle,
φφφφ’
(degrees)
Shallow
Foundation
Bearing
Capacity
Factor, Nq 2
Toe Bearing
Capacity
Coefficient
for Driven
Piles, Nt 3
Bjerrum-
Burland
Beta
Coefficient,
ββββ
Coefficient
of Lateral
Subgrade
Reaction, k
(pci)
Recommended
Soil Model
Type for LPILE
1 0 to 3 Ballast GP NA 135 135 42 - - - 320 Sand
2 3 to 8 Fill and
sand
SM with
gravel
14 115 115 36 55 to 30 170 to 85 0.60 to
0.35
220 Sand
3 8 to 45 Firm sandy
silt
ML, SM, and
SP-SM
9 105 43 34 to 29 30 to 15 85 to 50 0.40 to
0.35
50 Saturated sand
4 45 to 57 Denser
sand
SP-SM 24 (45 in
45-55’
depth)
125 63 39 to 34 55 to 30 170 to 85 0.55 to
0.40
110 Saturated sand
5 57 to
142
Looser
sand
SP-SM 15 122 60 36 to 31 40 to 20 115 to 65 0.45 to
0.30
100 Saturated sand
1 Depths reflect the subsurface conditions at the time of exploratory drilling and pile installation; 1 foot of crushed gravel was placed over the site between the date on which the boring
was drilled and the dates of the load tests. 2 Values from Table 10.6.3.1.2a-1 of American Association of State Highway and Transportation Officials (2010). 3 Set as 3*Nq as recommended in the Canadian Foundation Engineering Manual (Canadian Geotechnical Society, 2006).
pcf pounds per cubic foot
pci pounds per cubic inch
Measured vs. LPILE Deflections
06/17/2015 5 of 28
0
20
40
60
80
100
120
0 0.2 0.4 0.6 0.8 1 1.2 1.4 1.6 1.8
Late
ral
Loa
d (
kip
s)
Lateral Deflection (inches)
7" x 0.453" steel pile with 15" grout diameter - APE Yard Kent, WA 2012
Grouted Pile 5 Measured
LPILE calculated - uncracked 15-in diameter
grout/steel composite
LPILE calculated - cracked grouted section
LPILE calculated - cracked 15" diameter
grout/steel composite with 3.5 P-multiplier
Ungrouted Pile 6 Measured
LPILE calculated - no grout
Measured vs. LPILE Deflections
06/17/2015 6 of 28
0
5
10
SS-1
INT
ER
VA
L (
ft)
NU
MB
ER
AN
D
TY
PE
STANDARD
PENETRATION
TEST RESULTS
6"-6"-6"
26-11-8
(19)
DE
PT
H B
EL
OW
SU
RF
AC
E (
ft)
RE
CO
VE
RY
(in
)
5
6.5
9"
Begin drilling @ 9:00 amSurface Gravels (Fill) Approximately 6 ~ 12 inches.
SOIL DESCRIPTION COMMENTS
DEPTH OF CASING, DRILLING RATE,
DRILLING FLUID LOSS, TESTS, AND
INSTRUMENTATION
SOIL NAME, COLOR, MOISTURE CONTENT, RELATIVE DENSITY
OR CONSISTENCY, SOIL STRUCTURE, MINERALOGY
Truck-mounted Brainard Kilman BK 81, 140-lb auto-hammer with 30-inch drop, Open-Hole Mud Rotary drilling
Approx Elev 19 on 10/15/12 & 11/30/12
461291 5
APE Helical Pile Testing
START:
DRILLING METHOD AND EQUIPMENT:
END: 10/12/2012 S. ShinLOGGER:10/12/2012WATER LEVELS:
SHEET
PROJECT:
SOIL BORING LOG
Approx. 27 ft Holocene Drilling CompanyELEVATION: DRILLING CONTRACTOR:
APE @ Kent, WA (LAT 47.4276, LON -122.2453)
(unique well No. BHR 7 60)
BORING NUMBER: APE-B-1 PROJECT NUMBER:OF1
LOCATION:
10
3-4-5
DR: ~3' bumpy drilling (gravel)
SILTY SAND WITH GRAVEL (SM)
dark gray, medium dense, fine to coarse sand, fine
subrounded gravel, est.10~20% fines.
SILTY SAND (SM)
15
20
25
30
5-5-7
(12)
21.5
18"SS-4A
SS-4B
2-5-9
(14)
25
26.5
15" SS-6
20
11.5
13" SS-23-4-5
(9)
16.5
6" SS-33-2-1
(3)
15
(17' ~ 29')
POORLY GRADED SAND WITH SILT (SP-SM)
dark gray, medium dense, fine to medium sand, est.5~10%
fines.
SILTY SAND (SM or SP-SM)
dark gray, very loose, fine sand, est.5~15% fines.
SILTY SAND (SM)
dark gray, loose, fine sand, est.10~20% fines.
20'~21' SILT WITH SAND (ML)
gray brown, low plasticity. (SS-4B)
21'~22' SILTY SAND (SM)
dark gray, medium dense, fine sand, est 10~20% fines
(SS-4A)
Wood debris in cutting
Measured vs. LPILE Deflections
06/17/2015 7 of 28
30
35
40
PROJECT NUMBER: BORING NUMBER: SHEET
461291 APE-B-1 2 OF 5
SOIL BORING LOG
PROJECT: APE Helical Pile Testing LOCATION: APE @ Kent, WA (LAT 47.4276, LON -122.2453)
ELEVATION: Approx. 27 ft DRILLING CONTRACTOR: Holocene Drilling Company
DRILLING METHOD AND EQUIPMENT: Truck-mounted Brainard Kilman BK 81, 140-lb auto-hammer with 30-inch drop, Open-Hole Mud Rotary drilling
WATER LEVELS: Approx Elev 19 on 10/15/12 & 11/30/12 START: 10/12/2012 END: 10/12/2012 LOGGER: S. Shin
DE
PT
H B
EL
OW
SU
RF
AC
E (
ft)
INT
ER
VA
L (
ft)
RE
CO
VE
RY
(in
)
NU
MB
ER
AN
D
TY
PE
STANDARD
PENETRATION
TEST RESULTS
COMMENTS
SOIL NAME, COLOR, MOISTURE CONTENT, RELATIVE DENSITY
OR CONSISTENCY, SOIL STRUCTURE, MINERALOGY
DEPTH OF CASING, DRILLING RATE,
DRILLING FLUID LOSS, TESTS, AND
INSTRUMENTATION6"-6"-6"
POORLY GRADED SAND WITH SILT (SP-SM)
SOIL DESCRIPTION
36.5
7" SS-73-2-6
(8)
wood debris in shoe
wood debris in shoe
31.514" SS-6
14-12-11
(23)similar to above
POORLY GRADED SAND WITH SILT (ML)
similar to above
SILT WITH SAND (ML)
40
2-2-3
35
45
50
55
60
45
46.5
16" SS-915-23-25
(48)
POORLY GRADED SAND WITH SILT (SP-SM)
similar to above.
similar to above but coaser, fine to medium sand.
POORLY GRADED SAND WITH SILT (SP-SM)
dark gray, dense, fine sand, est.5~10% fines.
50
51.5
16" SS-1021-21-23
(44)
wood debris in shoeSILT WITH SAND (ML)
41.5
18" SS-82-2-3
(5)brown, low plasticity, trace of organic matter.
55
56.5
18" SS-1119-24-23
(47)
POORLY GRADED SAND WITH SILT (SP-SM)
Measured vs. LPILE Deflections
06/17/2015 8 of 28
60
65
70
PROJECT NUMBER: BORING NUMBER: SHEET
461291 APE-B-1 3 OF 5
SOIL BORING LOG
PROJECT: APE Helical Pile Testing LOCATION: APE @ Kent, WA (LAT 47.4276, LON -122.2453)
ELEVATION: Approx. 27 ft DRILLING CONTRACTOR: Holocene Drilling Company
DRILLING METHOD AND EQUIPMENT: Truck-mounted Brainard Kilman BK 81, 140-lb auto-hammer with 30-inch drop, Open-Hole Mud Rotary drilling
WATER LEVELS: Approx Elev 19 on 10/15/12 & 11/30/12 START: 10/12/2012 END: 10/12/2012 LOGGER: S. Shin
DE
PT
H B
EL
OW
SU
RF
AC
E (
ft)
INT
ER
VA
L (
ft)
RE
CO
VE
RY
(in
)
NU
MB
ER
AN
D
TY
PE
STANDARD
PENETRATION
TEST RESULTS
61.513" SS-12
23-19-14
(33)
POORLY GRADED SAND WITH SILT (SP-SM)
similar to above but finer, fine to medium sand.
POORLY GRADED SAND WITH SILT (SP-SM)
COMMENTS
SOIL NAME, COLOR, MOISTURE CONTENT, RELATIVE DENSITY
OR CONSISTENCY, SOIL STRUCTURE, MINERALOGY
DEPTH OF CASING, DRILLING RATE,
DRILLING FLUID LOSS, TESTS, AND
INSTRUMENTATION6"-6"-6"
SOIL DESCRIPTION
65
66.5
14" SS-1311-11-20
(31)similar to above.
70
14-13-11POORLY GRADED SAND WITH SILT (SP-SM)
75
80
85
90
75'~75.5' SILT WITH SAND (ML)
grayish brown, low plasticiy, est.5~10% sand (SS-15A)
71.5
14" SS-1414-13-11
(24)
POORLY GRADED SAND WITH SILT (SP-SM)
similar to above.
75
76.5
16"SS-15A
SS-15
14-15-21
(36)
75.5'~76.5' POORLY GRADED SAND WITH SILT (SP-SM)
dark gray, dense, fine to medium sand, est.5~10% fines.
85
86.5
13" SS-1710-12-14
(26)
POORLY GRADED SAND WITH SILT (SP-SM)
similar to above but medium dense
80
81.5
15" SS-1614-16-24
(40)
POORLY GRADED SAND WITH SILT (SP-SM)
dark gray, dense, fine to medium sand, est.5~10% fines.
Measured vs. LPILE Deflections
06/17/2015 9 of 28
90
95
100
PROJECT NUMBER: BORING NUMBER: SHEET
461291 APE-B-1 4 OF 5
SOIL BORING LOG
PROJECT: APE Helical Pile Testing LOCATION: APE @ Kent, WA (LAT 47.4276, LON -122.2453)
ELEVATION: Approx. 27 ft DRILLING CONTRACTOR: Holocene Drilling Company
DRILLING METHOD AND EQUIPMENT: Truck-mounted Brainard Kilman BK 81, 140-lb auto-hammer with 30-inch drop, Open-Hole Mud Rotary drilling
WATER LEVELS: Approx Elev 19 on 10/15/12 & 11/30/12 START: 10/12/2012 END: 10/12/2012 LOGGER: S. Shin
DE
PT
H B
EL
OW
SU
RF
AC
E (
ft)
INT
ER
VA
L (
ft)
RE
CO
VE
RY
(in
)
NU
MB
ER
AN
D
TY
PE
STANDARD
PENETRATION
TEST RESULTS
6"-6"-6"
91.516" SS-18
22-24-26
(50)
POORLY GRADED SAND WITH SILT (SP-SM)
95
96.5
15" SS-1911-11-18
(29)dark gray, medium dense, fine sand, est.5~10% fines.
COMMENTS
SOIL NAME, COLOR, MOISTURE CONTENT, RELATIVE DENSITY
OR CONSISTENCY, SOIL STRUCTURE, MINERALOGY
DEPTH OF CASING, DRILLING RATE,
DRILLING FLUID LOSS, TESTS, AND
INSTRUMENTATION
POORLY GRADED SAND WITH SILT (SP-SM)
dark gray, dense, fine to medium sand, est.5~10% fines.
SOIL DESCRIPTION
100
16-16-19POORLY GRADED SAND WITH SILT (SP-SM)
105
110
115
120
POORLY GRADED SAND WITH SILT (SP-SM)
dark gray, dense, fine sand, est.5~10% fines.
101.5
13" SS-2016-16-19
(35)
POORLY GRADED SAND WITH SILT (SP-SM)
dark gray, dense, fine to medium sand, est.5~10% fines.
105
106.5
15" SS-2110-18-19
(37)
POORLY GRADED SAND WITH SILT (SP-SM)
simlar to above.
110
111.5
14" SS-2210-11-14
(25)
POORLY GRADED SAND WITH SILT (SP-SM)
dark gray, medium dense, fine sand, est.5~10% fines.
115
116.5
9" SS-2313-15-13
(28)
Measured vs. LPILE Deflections
06/17/2015 10 of 28
120
125
130
PROJECT NUMBER: BORING NUMBER: SHEET
461291 APE-B-1 5 OF 5
SOIL BORING LOG
PROJECT: APE Helical Pile Testing LOCATION: APE @ Kent, WA (LAT 47.4276, LON -122.2453)
ELEVATION: Approx. 27 ft DRILLING CONTRACTOR: Holocene Drilling Company
DRILLING METHOD AND EQUIPMENT: Truck-mounted Brainard Kilman BK 81, 140-lb auto-hammer with 30-inch drop, Open-Hole Mud Rotary drilling
WATER LEVELS: Approx Elev 19 on 10/15/12 & 11/30/12 START: 10/12/2012 END: 10/12/2012 LOGGER: S. Shin
DE
PT
H B
EL
OW
SU
RF
AC
E (
ft)
INT
ER
VA
L (
ft)
RE
CO
VE
RY
(in
)
NU
MB
ER
AN
D
TY
PE
STANDARD
PENETRATION
TEST RESULTS
COMMENTS
SOIL NAME, COLOR, MOISTURE CONTENT, RELATIVE DENSITY
OR CONSISTENCY, SOIL STRUCTURE, MINERALOGY
DEPTH OF CASING, DRILLING RATE,
DRILLING FLUID LOSS, TESTS, AND
INSTRUMENTATION6"-6"-6"
121.515" SS-24
8-18-19
(37)
POORLY GRADED SAND WITH SILT (SP-SM)
SOIL DESCRIPTION
dark gray, dense, fine to medium sand, est.5~10% fines.
125
126.5
10" SS-259-15-19
(34)
130
10-13-15POORLY GRADED SAND WITH SILT (SP-SM)
POORLY GRADED SAND WITH SILT (SP-SM)
similar to above
135
140
1" PVC Schedule 40
0'~2' Monument
2'~4' Bentonite
4'~20' Sand
20'~30' Screen
131.5
10" SS-2610-13-15
(28)
135
136.5
8" SS-2711-13-13
(26)
140
141.5
0" SS-286-9-12
(21)
Well information
Well Tag No:
POORLY GRADED SAND WITH SILT (SP-SM)
similar to above
POORLY GRADED SAND WITH SILT (SP-SM)
similar to above
POORLY GRADED SAND WITH SILT (SP-SM)
dark gray, medium dense, fine to medium sand, est.5~10%
fines.
Bottom of Hole @ 141.5'
Measured vs. LPILE Deflections
06/17/2015 11 of 28
Measured vs. LPILE Deflections
06/17/2015 12 of 28
Measured vs. LPILE Deflections
06/17/2015 13 of 28
Measured vs. LPILE Deflections
06/17/2015 14 of 28
Measured vs. LPILE Deflections
06/17/2015 15 of 28
Measured vs. LPILE Deflections
06/17/2015 16 of 28
Sayreville, New Jersey Supporting Data and Analysis Summary
Measured vs. LPILE Deflections
06/17/2015 17 of 28
0
-5
-10
-15
-20
-25
-30
-35
-40
Blows Soil Description* Notes:
SOIL BORING INC.306 W. Cuthburt Avenue, Haddon Twp., New Jersey 08108
Matthew Klaus, Owner Ph.# 856.559.0130 Cell# 609.413.4842
CLIENT:PROJECT:
BORING No.:
N - STANDARD PENETRATION RESISTANCE PER 12"(140 lb. HAMMER, 30" DROP)
Page 1 of 1
Date:
N-ValuesSample #
GROUNDWATER DATA
DEPTH Hours After Completion
METHOD OF ADVANCING BORING DEPTH (FT.)
CONTINUOUS SPLIT SPOON SAMPLE
AUGERS
2" O.D. SPLIT SPOON
Lith.
*FIELD CLASSIFICATION ONLY. SOIL CLASSIFICATION FOR PARTICULAR USES SHOULD BE ASCERTAINED BY
LABORATORY TESTS.
S-1
S-2
S-3
S-4
S-5
S-6
S-7
S-8
S-9
S-10
S-11
13-31-19-23
15-11-11-15
11-16-16-12
10-10-13-13
13-16-15-16
6-6-10-17
10-9-11-15
10-14-16-19
12-16-22-29
13-29-39-41
31-46-50/3"
STONE: 1"SAND: Brown m.f. SAND, (l) Silt andGravelSILT: Gray SILT, (a) f. Sand
SILTY CLAY: Gray Silty CLAY, (l) f.Sand
SILTY CLAY: Light Gray Silty CLAY, (tr)f. Sand
Moist @ 1'G.W. Encountered @ 2'
American Piledriving Equipment
401 Hartle Street
TB-1
March 28, 2013
401 Hartle Street, Sayerville, NJ
2' Sample Saturated with Water
0 to 10'
10' to 38'
38' to 40'
Measured vs. LPILE Deflections
06/17/2015 18 of 28
Sayerville, NJ 2013 LPILE soil inputs to model
7.0”x0.408” x18” helix grouted 16” diameter pile
Measured vs. LPILE Deflections
06/17/2015 19 of 28
0 2 4 6 8 10 12 14 16 18
feet 1
feet 3
feet 5
feet 7
feet 9
feet 11
feet 13
feet 15
feet 17
feet 19
feet 21
feet 23
feet 25
feet 27
feet 29
feet 31
feet 33
feet 35
feet 37
feet 39
feet 1
feet 2
feet 3
feet 4
feet 5
feet 6
feet 7
feet 8
feet 9
feet 10
feet 11
feet 12
feet 13
feet 14
feet 15
feet 16
feet 17
feet 18
feet 19
feet 20
feet 21
feet 22
feet 23
feet 24
feet 25
feet 26
feet 27
feet 28
feet 29
feet 30
feet 31
feet 32
feet 33
feet 34
feet 35
feet 36
feet 37
feet 38
feet 39
feet 40
7.0" 18 2 1.5 1.5 1 2 2 2 2 2 2 2 2 2 2 2 2 2 2 17 1.5 1.5 4 3 2 2 2 1.5 1 1 1 1 1 1 1 1 1 4
4.5" 11 2 2 3 2 2 2 2 11 1.5 2 2 2 2 2 2 2 11 2 3 1 2 2 1 2 11 2 2 2 2 2 2 2 2 2 2 7
APE PGDP Test Pile #2 Sayreville -‐ 4.5” OD & 7.0” OD Record of Grout delivery
Fill Pile shaft section
PILE DEPTH
GROUT in CUBIC FEET
Grout at termination
Measured vs. LPILE Deflections
06/17/2015 20 of 28
0
1
2
3
4
5
0 5 10 15 20 25 30 35 40 45
De
fle
ctio
n 9
in)
Applied Lateral Load (kips)
Sayreville 7.0" x 0.408" x18" helix with 16" grout diameter:
Lateral Load v. Deflection
Measured Lateral Displacement
Measured Unloading Displacement
LPILE Prediction, Uncracked,
LPILE Prediction, Uncracked, with 1.5 y-Multiplier
LPILE Prediction, Core Only
LPILE Prediction, SAP Cracked Section
Measured vs. LPILE Deflections
06/17/2015 21 of 28
0
0.5
1
1.5
2
2.5
3
3.5
4
4.5
5
0 5 10 15 20 25 30
Dis
pla
cem
en
t (i
n)
Applied Lateral load (kips)
Sayrevile 4.5" x 0.290" x 14" helix with 12" Grout Diameter:
Lateral Load v. Deflection
Measured Loading Deformation Measured Unloading Deformation LPILE Uncracked
LPILE SAP Cracked Section LPILE ignore exterior grout Poly. (Measured Loading Deformation)
Measured vs. LPILE Deflections
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Measured vs. LPILE Deflections
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Keeyask Camp, Manitoba Supporting Data and Analysis Summary
Measured vs. LPILE Deflections
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Keeyask Camp Helical Piles
Estimates of Maximum Load Application by LPILE analysis
Procedure:
Best Estimate of Subsurface Properties for LPILE Analyses - TH12-37 (Clay Site)
description thickness LPILE material
effective
unit
weight phi cohesion k εεεε50
layer (feet) (pcf) (deg) (psf) (pci)
1 gran sub-base 1.5 Reese Sand 135 42 0 320 -
2
sand common
fill 1.7 Reese Sand 125 38 0 190 -
3 stiff clay 7.2
stiff clay w/o
water 115 0 8000 - 0.004
4 dense sand 2.5 Reese Sand 70 40 0 150 -
5 v. dense till >10 Reese Sand 78 45 0 220
Undisturbed Conditions
Use LPILE to develop soil properties, including p-multiplier so that tested deflections match LPILE calculated deflections
Measured vs. LPILE Deflections
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FIGURE 1
Lateral Load vs Pile Head Deflection –
Initial Tests and Production Tests in
Undisturbed Weak Soil
0.0
2.0
4.0
6.0
8.0
10.0
12.0
14.0
16.0
18.0
20.0
0 0.2 0.4 0.6 0.8 1
Late
ral
Loa
d (
kip
s)
Lateral Deflection Measurd 3 Feet Above Ground Surface (inches)
Keeyask TH12-37 (Clay Site), Undisturbed
Pile A1 9.625-in diam & undisturbed subgrade
LPILE Estimate-9" undisturbed, TH12-37 site
LPILE Estimate-9" undisturbed, TH12-37 site, P-mult=4
Pile A3 7-in diam & undisturbed subgrade
LPILE Estimate-7" undisturbed, TH12-37 site
LPILE Estimate-7" undisturbed, TH12-37 site, P-mult=6
Measured vs. LPILE Deflections
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8.8
8.1
7.9
6
6.5
G312
G313
SP314
G315
SP316
SP317
SP318
G319
SP320
SP321
41
70
42
100
100 /183mm
50 /61mm
PEAT - H3, fibrous, black, wetSILT - clayey, trace fine sand, trace oxidation, brown, wet, very stiff- frozen to 0.5 mCLAY - silty, trace coarse sand, trace oxidation
- brown, moist, firm to stiff, high plasticitySAND - silty, trace to some gravel, trace oxidation
- brown - moist, dense, poorly graded, fine grained
CLAY - silty, trace sand, trace oxidation - brown - moist, stiff to vey stiff - intermediate plasticity
- some sand, low plasticity below 2.4 mSAND (TILL) - silty, trace to some gravel, trace oxidation
- brown - moist, dense - poorly graded, fine grained
- very dense below 3.1 m
- 0.4 m thick coarse sand at 4.6 m
- grey below 6.1 m
Sub-Surface Log 1 of 2
Project Name: Keeyask Work Camp
Project Number: 0079 001Client: Scouten and Associates
Contractor: Paddock Drilling Ltd.
Method: 125 mm Solid Stem Auger, Acker SS3 Track Mount
Test Hole TH12-37
Date Drilled: December 2, 2012
Location: See Figure 1
Ground Elevation: Existing Ground
Sample Type:
Particle Size Legend: GravelSandSiltClay BouldersCobblesFines
Core (C)Grab (G) Shelby Tube (T) Split Barrel (SB)Split Spoon (SS)
Logged By: Tom Hildahl
Bulk Unit Wt(kN/m3)
17 18 19 2016 21
Project Engineer: Kent Bannister
20 40 60 800 100
PL LLMC
Undrained ShearStrength (kPa)
Qu
Sam
ple
Typ
e
Reviewed By: James Blatz
Tem
pera
ture
(o C)
Sam
ple
Num
ber
Torvane Test Type
Field Vane 50 100 150 2000 250
Pocket Pen.
SP
T (
N)
RQ
D (
%)
SU
B-S
UR
FA
CE
LO
G 0
079
001
00 K
EE
YA
SK
WO
RK
CA
MP
DR
ILLI
NG
.GP
J T
RE
K G
EO
TE
CH
NIC
AL.
GD
T
1/11
/13
Particle Size (%)
20 40 60 800 100
Soi
l Sym
bol
Dep
th(m
)
MATERIAL DESCRIPTION
1
2
3
4
5
6
7
8
9
10
Measured vs. LPILE Deflections
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6.9
G322
SP323 100 /76mm
SILT (TILL) - sandy, some gravel, some clay - grey, dry to moist, very dense, subrounded to rounded gravel
POWER AUGER REFUSAL (PAR) AT 11.9 m IN SILT (TILL)Notes:1) Sloughing observed at 3.1 m below ground surface.2) Water at 1.2 m below ground surface after drilling.3) Test hole open to 5.0 m below ground surface after drilling.
Sub-Surface Log 2 of 2
Test Hole TH12-37
Logged By: Tom Hildahl
Bulk Unit Wt(kN/m3)
17 18 19 2016 21
Project Engineer: Kent Bannister
20 40 60 800 100
PL LLMC
Undrained ShearStrength (kPa)
Qu
Sam
ple
Typ
e
Reviewed By: James Blatz
Tem
pera
ture
(o C)
Sam
ple
Num
ber
Torvane Test Type
Field Vane 50 100 150 2000 250
Pocket Pen.
SP
T (
N)
RQ
D (
%)
SU
B-S
UR
FA
CE
LO
G 0
079
001
00 K
EE
YA
SK
WO
RK
CA
MP
DR
ILLI
NG
.GP
J T
RE
K G
EO
TE
CH
NIC
AL.
GD
T
1/11
/13
Particle Size (%)
20 40 60 800 100
Soi
l Sym
bol
Dep
th(m
)
MATERIAL DESCRIPTION
Measured vs. LPILE Deflections
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