L-Pile and Calculating Deep HD Pile & HD Micropile

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



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



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


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.


06/17/2015 3 of 28

Kent, Washington Supporting Data and Analysis Summary


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


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


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


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





INSTRUMENTATION6"-6"-6"


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)


similar to above.

similar to above but coaser, fine to medium sand.


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)



06/17/2015 8 of 28

60

65

70


461291 APE-B-1 3 OF 5

SOIL BORING LOG





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)


similar to above but finer, fine to medium sand.


COMMENTS






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)


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)


similar to above but medium dense

80

81.5

15" SS-1614-16-24

(40)




06/17/2015 9 of 28

90

95

100


461291 APE-B-1 4 OF 5

SOIL BORING LOG





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)


95

96.5

15" SS-1911-11-18

(29)dark gray, medium dense, fine sand, est.5~10% fines.

COMMENTS





INSTRUMENTATION



SOIL DESCRIPTION

100


105

110

115

120


dark gray, dense, fine sand, est.5~10% fines.

101.5

13" SS-2016-16-19

(35)



105

106.5

15" SS-2110-18-19

(37)


simlar to above.

110

111.5

14" SS-2210-11-14

(25)


dark gray, medium dense, fine sand, est.5~10% fines.

115

116.5

9" SS-2313-15-13

(28)


06/17/2015 10 of 28

120

125

130


461291 APE-B-1 5 OF 5

SOIL BORING LOG





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






121.515" SS-24

8-18-19

(37)


SOIL DESCRIPTION


125

126.5

10" SS-259-15-19

(34)

130



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:


similar to above


similar to above


dark gray, medium dense, fine to medium sand, est.5~10%

fines.

Bottom of Hole @ 141.5'


06/17/2015 11 of 28


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06/17/2015 16 of 28

Sayreville, New Jersey Supporting Data and Analysis Summary


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'


06/17/2015 18 of 28

kdawson

Line

kdawson

Text Box

soil layer 1

kdawson

Line

kdawson

Text Box

soil layer 2

kdawson

Line

kdawson

Text Box

soil layer 3

kdawson

Text Box

soil layer 4

Sayerville, NJ 2013 LPILE soil inputs to model

7.0”x0.408” x18” helix grouted 16” diameter pile


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


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


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)


06/17/2015 22 of 28


06/17/2015 23 of 28

kdawson

Text Box

single flight used for test piles

Keeyask Camp, Manitoba Supporting Data and Analysis Summary


06/17/2015 24 of 28

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


06/17/2015 25 of 28

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


06/17/2015 26 of 28

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

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kdawson

Text Box

observed in load test site test excavation that entire depth from 0.5 to >2m was stiff clay with sand

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

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PL LLMC

Undrained ShearStrength (kPa)

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Reviewed By: James Blatz

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Pocket Pen.

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T (

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L-Pile and Calculating Deep HD Pile & HD Micropile

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