GM26-15_Repave_Denali_Park_Road_Final_Geotechnical_Recommendations.pdf

Memorandum

Western Federal Lands Highway Division 610 E. Fifth Street

Vancouver, WA 98661-3801

Date: September 15, 2015 In Reply Refer To: HFL-17

From: Brian Collins, P.E.

Senior Geotechnical Engineer

To: Betty Chon, Project Manager Cc: Curtis Jorgenson, Highway Design Manager

Susan Pobar, Highway Designer Brad Neitzke, Materials Engineer Malcolm Ulrich, Geotechnical Team Lead

Subject: Final Geotechnical Recommendations

Repave Denali Park Road MP 3.4 to 14.9

AK NPS DENA 10(41)

Geotechnical Memorandum No. 26-15

Scope of Project

This project extends from the gate adjacent to the Flag Pole Parking Lot (MP 3.4+/-) at project Station 180+00 to the end of the pavement just past the Savage River Bridge at project Station 787+25 (MP 14.9+/-). The project includes rehabilitation of the existing pavement within those limits and spot stabilization at specific locations. Recommendations for the pavement rehabilitation are contained in the Final Structural Pavement Design Memorandum provided by Brad Neitzke dated March 3, 2015. The final pavement recommendation consists of full depth in-place reclamation with foamed asphalt to a depth of 6 inches and 3 inches of new asphalt concrete pavement.

Numerous sites within the project limits have been identified for subgrade stabilization that will not include the full depth reclamation. Subgrade stabilization will be completed first and brought up to existing grade with 2 inches of asphalt concrete pavement. Subsequently the full depth reclamation will be completed along the rest of the alignment. Upon completion of subgrade stabilization and full depth reclamation the entire project alignment will receive the final 3 inch layer of asphalt concrete pavement.

The proposed pavement section will raise the road profile approximately 3 inches above existing grade. The advantages of full depth in-place reclamation as recommended cannot be over-emphasized because this process minimizes the risks associated with removing and reconstructing a new pavement section at the same grade. Those risks were identified in the Preliminary

Structural Pavement Design Memorandum provided by Brad Neitzke on October 30, 2014.

Removing the existing pavement structure would expose weaker subgrade material that is more susceptible to weather and traffic loads which would be a significant project constructability risk.

The recommendations in this Memorandum supersede previous recommendations contained in Geotechnical Memorandum No. 20-14.

Geotechnical Investigation Results

The geotechnical investigation for this project consisted of subgrade borings in May 2014 and several site visits between May 2014 and June 2015. Twenty-two subgrade borings were completed along the paved section of the Denali Park Road; and 14 of the 22 borings (Boring Nos.

SG14-08 to SG14-13 and SG14-15 to SG14-22) are within the limits of this project (approximately MP 3.4 to MP 14.9). Samples from the borings were submitted to the WFLHD Materials Laboratory for water content, Atterberg limit, and gradation tests. The borings logs and laboratory test reports are attached at the end of this memorandum.

In the borings the asphalt concrete thickness ranged from 0.1 to 0.4 feet and averaged 0.25 feet.

The base and subgrade materials were generally granular soils that consisted mostly of sand, gravel, silty sand, silty gravel, clayey sand, and clayey gravel. Layers of silt were encountered in some of the borings.

Frozen soil layers were encountered in some of the borings generally at depths between 2 and 9 feet. These depths are interpreted to be within the active layer and seasonal frost is not unusual at those depths at that time of year (May). Layer(s) of ice were not encountered in any of the borings within the project limits.

Permafrost Discussion

Layer(s) of ice were not encountered in any of the subgrade borings within the project limits;

however, the project alignment lies within an area mapped as discontinuous permafrost (NPS map). Permafrost has been encountered on projects within and near the current project limits including:

Realign Dog Kennels Access Road, AK PRA DENA 10(25), constructed in 2010 and located on the south side of the road from project station 180+00 to 190+00.

Park Road, 4 Mile Slump and 4.5 Aufeis Section, AK PRA DENA 10(18), constructed in 2008 and located between project stations 200+00 to 215+00.

Pavement distress that was observed within the project limits listed above is interpreted to be at least partially related to thaw of permafrost below the road. Since ice rich permafrost was not encountered at these locations and the pavement distress is not severe, it is interpreted that the thaw is having relatively minor effects on the roadway and an insulated road section is not recommended at these locations. Rather, stabilization using multiple layers of geosynthetic reinforcement is recommended to slow the development and propagation of future pavement distress.

Geotechnical Recommendations

The WFLHD Geotechnical and Materials Teams collaborated to determine locations where additional stabilization was needed beyond the proposed pavement rehabilitation. These areas were interpreted to have subgrade failure, frost heave distress, permafrost thaw distress, poor shoulder support, and/or subsurface water related distress.

Subgrade stabilization is recommended to mitigate these distresses. The stabilization consists of 1 to 3 feet of subexcavation and backfilling with multiple layers of stabilization geogrid and compacted roadway aggregate. The subgrade stabilization must be completed ahead of the pavement rehabilitation.

It is absolutely critical that all subexcavations extend the full width of the embankment and that the subexcavation cross-slope is at least 5 percent (towards the lowest ditch where possible) at the subexcavation location. At locations where one side of the road is in a cut section, the subexcavation can extend vertical at the outside edge of the pavement on the cut side and be sloped to drain towards the opposite side of the embankment. At locations where the subexcavations do not daylight at the embankment face it will be necessary to install a perforated pipe underdrain system to ensure that the subexcavations do not retain water.

Roadway aggregate used to backfill the subexcavation areas should be a non-frost susceptible (NFS) material with a maximum of 6 percent of the material by weight passing the No. 200 sieve.

A SCR for crushed aggregate has been provided to the WFLHD Design Section.

Subexcavation Type 1 (2 layers geogrid and min. 12 inches roadway aggregate)

Subexcavate a minimum of 14 inches below existing grade Slope bottom of subexcavation to drain and daylight at the face of the embankment using a minimum 5% cross-slope Place separation-stabilization geotextile, class 1, type A (nonwoven) on subgrade Place one layer of stabilization geogrid on top of geotextile Place 6 inches compacted depth of roadway aggregate Place a second layer of stabilization geogrid on the aggregate Backfill with 6 inches compacted depth of roadway aggregate Place 2 inches of asphalt concrete pavement to match the existing pavement surface

Table 1. Subexcavation Type 1 Locations.

Begin Station End Station Length (feet) 208+00 214+50 650

221+70 222+50 80

290+30 291+40 110

313+50 315+50 200

337+00 345+00 800

431+50 433+00 150

438+00 439+00 100

442+00 444+00 200

467+50 473+30 580

610+00 614+00 400

697+50 705+00 750

714+90 716+40 150

753+50 754+60 110

Subexcavation Type 2 (4 layers geogrid and min. 24 inches roadway aggregate)

Subexcavate a minimum of 26 inches below existing grade Slope bottom of subexcavation to drain and daylight at the face of the embankment using a minimum 5% cross-slope Place stabilization geotextile, class 1, type A (nonwoven) on subgrade Place stabilization geogrid on top of geotextile Backfill with 6 inch lift of compacted roadway aggregate Place 3 additional layers of stabilization geogrid at 6 inch vertical increments and backfill with compacted roadway aggregate

Table 2. Subexcavation Type 2 Locations.

Begin Station End Station Length (feet)

260+00 266+00 600

271+90 276+00 410

350+00 357+00 700

368+40 377+70 930

539+40 542+90 350

639+50 641+20 170

646+00 650+30 430

728+70 741+50 1280

742+50 745+00 250

757+30 762+10 480

773+30 776+20 290

Subexcavation Type 3 (6 layers geogrid and min. 36 inches roadway aggregate) Subexcavate a minimum of 38 inches below bottom of AC elevation Slope bottom of subexcavation to drain and daylight at the face of the embankment using a minimum 5% cross-slope Place stabilization geotextile, class 1, type A (nonwoven) on subgrade Place stabilization geogrid on top of geotextile Backfill with 6 inch lift of compacted roadway aggregate Place 5 additional layers of stabilization geogrid at 6 inch vertical increments and backfill with compacted roadway aggregate

Table 3. Subexcavation Type 3 Locations.

Begin Station End Station Length (feet) Slope Bottom of

Excavation to Drain 183+00 191+00 800 Left

741+50 742+50 100 Left

Construction Considerations

The recommended subexcavation locations were reviewed and adjusted during multiple site visits.

Through subsequent reviews of the project it was observed that the pavement conditions in some of the proposed subexcavation locations were worsening noticeably. It should be anticipated that some field adjustments will be necessary to the locations listed in the plans during construction. It is recommended to have a WFLHD Geotechnical Engineer or Engineering Geologist review the subexcavation locations with the Project Engineer at the beginning of construction.

The subexcavations include stabilization geogrid placed at 6 inch vertical increments. Traffic through the subexcavations should be minimized until at least 2 layers of stabilization geogrid and 12 inches of roadway aggregate have been placed and compacted.

Most of the samples from the subgrade borings that were tested would not meet the project specifications for roadway aggregate because the samples had more than 6% fines. In addition, the water content of the material below the existing roadway is likely to be above optimum moisture and drying the material will likely not be possible during most of the construction season due to the cool damp climate. Consequently, it is recommended that none of the subexcavation materials be reused as roadway aggregate.

Summary

This Memorandum was prepared to provide recommendations for the Denali Park Road Paving project from MP 3.4 to MP 14.9 Professional judgments and recommendations are presented in this memo. They are based partly on evaluation of the technical information gathered, partly on historical reports, and partly on the Geotechnical Team’s general experience with subsurface conditions in the area. It should be noted the borings might not represent potentially unfavorable subsurface conditions between borings. The observed water levels and/or conditions indicated on the boring logs are as recorded at the time of the exploration. The water levels and/or conditions may vary considerably, with time, according to the climate, rainfall, and other factors and are otherwise dependent on the duration of, methods used in, and interpretations made from the exploration program.

If, during construction, soil conditions are encountered that vary from those discussed in this memo or historical reports, or if project stationing and/or configurations change, the Geotechnical Team should be notified immediately in order that it may evaluate effects, if any, on the recommendations contained in this memo. The recommendations presented in this memo are applicable only to this specific site. These data are not to be used for other purposes.

Questions regarding this memo should be addressed to Brian Collins, WFLHD Senior Geotechnical Engineer, at (360) 619-7657, or brian.collins@dot.gov.

Attachments: Boring Location Plan Sheets (J.1 to J.21) Soil Descriptive Terminology Unified Soil Classification System

Boring Logs (SG14-08 to SG14-13 and SG14-15 to SG14-22) Laboratory Test Reports

BEGIN PROJECT

To Rock Creek Reservoir

Flagpole Parking LotN

N

B u s

T u rn a ro u n d

T o D o g K e n n e ls

E=1807899.2743

N=3553932.3810

NPS PMIS No. 185910A NPS Drwg. No. 184/80,294

180+00 to 200+00

DENALI PARK ROAD

BORING LOCATIONS

J.1

STATE PROJECT

NUMBER

SHEET

AK

NPS DENA 10(41)

P

M

S e p te m b e r

U

S S u r ft

D c m y fi le s p w p r o d u c ti o n d d e n a ta .d g n

C h e c k e d b y

D e s ig n e d b y

Boring location

188+75, 7' LT

SG14-08

M.P. 3.4

Repave Denali Park Road

NPS DENA 10(41)

N

NPS PMIS No. 185910A NPS Drwg. No. 184/80,294

MP4

200+00 to 230+00

DENALI PARK ROAD

BORING LOCATIONS

J.2

STATE PROJECT

S e p te m b e r

U

S S u r ft m y fi le s p w p r o d u c ti o n d d e n a tb .d

C h e c k e d b y

D e s ig n e d b y

Right lane boring location

210+50, RT

SG14-09

NPS PMIS No. 185910A NPS Drwg. No. 184/80,294

230+00 to 260+00

DENALI PARK ROAD

BORING LOCATIONS

J.3

STATE PROJECT

S e p te m b e r

U

S S u r ft m y fi le s p w p r o d u c ti o n d d e n a tc .d

C h e c k e d b y

D e s ig n e d b y

MP5

260+00 to 290+00

BORING LOCATIONS

Boring location

264+90, RT lane

SG14-10

J.4

STATE PROJECT

S e p te m b e r

U

S S u r ft m y fi le s p w p r o d u c ti o n d d e n a td .d

C h e c k e d b y

D e s ig n e d b y

NPS PMIS No. 185910A NPS Drwg. No. 184/80,294

MP6

Boring location

314+00, 7.5' RT

SG14-11

J.5

STATE PROJECT

S e p te m b e r

U

S S u r ft m y fi le s p w p r o d u c ti o n d d e n a te .d

C h e c k e d b y

D e s ig n e d b y

290+00 to 320+00

DENALI PARK ROAD

BORING LOCATIONS

NPS PMIS No. 185910A NPS Drwg. No. 184/80,294

Boring location

341+00, 9.5' LT

SG14-12

320+00 to 350+00

DENALI PARK ROAD

BORING LOCATIONS

J.6

STATE PROJECT

S e p te m b e r

U

S S u r ft m y fi le s p w p r o d u c ti o n d d e n a tf .d

C h e c k e d b y

D e s ig n e d b y

0 3

C r e e k

NPS PMIS No. 185910A NPS Drwg. No. 184/80,294

MP7

350+00 to 380+00

DENALI PARK ROAD

BORING LOCATIONS

Boring location

370+80, 7' RT

SG14-13

J.7

STATE PROJECT

S e p te m b e r

U

S S u r ft m y fi le s p w p r o d u c ti o n d d e n a tg .d

C h e c k e d b y

D e s ig n e d b y

5 3

5 3

NPS PMIS No. 185910A NPS Drwg. No. 184/80,294

380+00 to 410+00

DENALI PARK ROAD

BORING LOCATIONS

J.8

STATE PROJECT

S e p te m b e r

U

S S u r ft m y fi le s p w p r o d u c ti o n d d e n a th .d

C h e c k e d b y

D e s ig n e d b y

NPS PMIS No. 185910A NPS Drwg. No. 184/80,294

MP8

410+00 to 440+00

DENALI PARK ROAD

BORING LOCATIONS

Boring location

438+30, 7' RT

SG14-15

J.9

STATE PROJECT

S e p te m b e r

U

S S u r ft m y fi le s p w p r o d u c ti o n d d e n a ti .d

C h e c k e d b y

D e s ig n e d b y

NPS PMIS No. 185910A NPS Drwg. No. 184/80,294

440+00 to 470+00

DENALI PARK ROAD

BORING LOCATIONS

J.10

STATE PROJECT

S e p te m b e r

U

S S u r ft m y fi le s p w p r o d u c ti o n d d e n a tj .d

C h e c k e d b y

D e s ig n e d b y

MP9

NPS PMIS No. 185910A NPS Drwg. No. 184/80,294

470+00 to 500+00

DENALI PARK ROAD

BORING LOCATIONS

J.11

STATE PROJECT

S e p te m b e r

U

S S u r ft m y fi le s p w p r o d u c ti o n d d e n a tk .d

C h e c k e d b y

D e s ig n e d b y

NPS PMIS No. 185910A NPS Drwg. No. 184/80,294

MP10

500+00 to 530+00

DENALI PARK ROAD

BORING LOCATIONS

Boring location

515+00, 11' LT

SG14-16

J.12

STATE PROJECT

S e p te m b e r

U

S S u r ft m y fi le s p w p r o d u c ti o n d d e n a tl .d

C h e c k e d b y

D e s ig n e d b y total = 158,724 sqft pullout = 7967 sqft

150,757 SQFT

RECLAMATION

NPS PMIS No. 185910A NPS Drwg. No. 184/80,294

530+00 to 560+00

DENALI PARK ROAD

BORING LOCATIONS

J.13

STATE PROJECT

S e p te m b e r

U

S S u r ft m y fi le s p w p r o d u c ti o n d d e n a tm .d

C h e c k e d b y

D e s ig n e d b y

MP11

560+00 to 590+00

BORING LOCATIONS

Boring location

564+50, 7' LT

SG14-17

J.14

STATE PROJECT

S e p te m b e r

U

S S u r ft m y fi le s p w p r o d u c ti o n d d e n a tn .d

C h e c k e d b y

D e s ig n e d b y

5 5

0 5

NPS PMIS No. 185910A NPS Drwg. No. 184/80,294

590+00 to 620+00

DENALI PARK ROAD

BORING LOCATIONS

J.15

STATE PROJECT

S e p te m b e r

U

S S u r ft m y fi le s p w p r o d u c ti o n d d e n a to .d

C h e c k e d b y

D e s ig n e d b y

5 6

NPS PMIS No. 185910A NPS Drwg. No. 184/80,294

MP12

620+00 to 650+00

DENALI PARK ROAD

BORING LOCATIONS

Boring location

648+50 8' RT

SG14-18

J.16

STATE PROJECT

S e p te m b e r

U

S S u r ft m y fi le s p w p r o d u c ti o n d d e n a tp .d

C h e c k e d b y

D e s ig n e d b y

5276 sqft

NPS PMIS No. 185910A NPS Drwg. No. 184/80,294

650+00 to 680+00

DENALI PARK ROAD

BORING LOCATIONS

Boring location

659+80, 6' RT

SG14-19

J.17

STATE PROJECT

S e p te m b e r

U

S S u r ft m y fi le s p w p r o d u c ti o n d d e n a tq .d

C h e c k e d b y

D e s ig n e d b y

NPS PMIS No. 185910A NPS Drwg. No. 184/80,294

MP13

680+00 to 710+00

DENALI PARK ROAD

BORING LOCATIONS

J.18

STATE PROJECT

S e p te m b e r

U

S S u r ft m y fi le s p w p r o d u c ti o n d d e n a tr .d

C h e c k e d b y

D e s ig n e d b y

NPS PMIS No. 185910A NPS Drwg. No. 184/80,294

MP14

710+00 to 740+00

DENALI PARK ROAD

BORING LOCATIONS

Boring location

734+00, 7' RT

SG14-20

J.19

STATE PROJECT

S e p te m b e r

U

S S u r ft m y fi le s p w p r o d u c ti o n d d e n a ts .d

C h e c k e d b y

D e s ig n e d b y

NPS PMIS No. 185910A NPS Drwg. No. 184/80,294

740+00 to 770+00

DENALI PARK ROAD

BORING LOCATIONS

Boring location

742+00, 8' LT

SG14-21

J.20

STATE PROJECT

S e p te m b e r

U

S S u r ft m y fi le s p w p r o d u c ti o n d d e n a tt .d

C h e c k e d b y

D e s ig n e d b y

END PROJECT

787+25

End Reconstruction

MP 3.4 to 14.9

REPAVE DENALI PARK ROAD

AK NPS DENA 10(41)

E = 1754003.4243

N = 3559260.9894

SAVAGE

RIVER

W es t Pa rk in g

To S av ag e

R iv er

N

SAVAGE RIVER BRIDGE

SAVAGE RIVER BRIDGE

770+00 to 787+25

DENALI PARK ROAD

BORING LOCATIONS

Boring location

775+60, RT lane

SG14-22

J.21

STATE PROJECT

S e p te m b e r

U

S S u r ft m y fi le s p w p r o d u c ti o n d d e n a tu .d

C h e c k e d b y

D e s ig n e d b y

SOIL DESCRIPTIVE TERMINOLOGY

CONSISTENCY OF COHESIVE SOILS

SPT N-Value (blows/ft) Consistency Field Identification

0 - 1 Very Soft Easily penetrated several inches by first

2 - 4 Soft Easily penetrated several inches by thumb

5 - 8 Firm Moderate effort required to penetrate several inches by thumb

9 - 15 Stiff Readily indented by thumb but penetrated only with great effort

16 - 30 Very Stiff Readily indented by thumbnail

> 30 Hard Indented with difficulty by thumbnail

RELATIVE DENSITY OF

COHESIONLESS SOILS

SPT N-Value (blows/ft) Relative Density

0 - 4 Very Loose

5 - 10 Loose

11 - 30 Medium Dense

31 - 50 Dense

> 50 Very Dense

PARTICLE SIZE

Term Sieve Size

Boulder > 12” (>300mm)

Cobble 3” - 12” (75mm - 300mm)

Gravel – coarse ¾” - 3” (19mm - 75mm)

Gravel – fine #4 - ¾” (4.75mm - 19mm)

Sand – coarse #10 - #4 (2.00mm - 4.75mm)

Sand – medium #40 - #10 (0.425mm - 2.00mm)

Sand – fine #200 - #40 (0.075mm - 0.425mm)

Silt & Clay < #200 (<0.075mm)

MOISTURE CONTENT

Dry Dusty, dry to the touch

Moist Damp, but no visible free water

Wet Visible free water, saturated, over optimum

3-4-3-2

1-2-4-5

6-13-13-22

4-11-6-5

ASPHALT 0.2 feet.

Silty clayey SAND with gravel (SC-SM), blackish gray to grayish brown, dry to moist.

A-1-b

SILT with sand and gravel, high organics, brown, moist.

Frozen from 2.6 feet.

Organic SILT, brown, moist, frozen.

Clayey SAND with gravel (SC), high organics, brown moist.

Frozen to 9.2 feet.

A-6, A-2-6 cobble

Bottom of hole at 9.5 feet.

0.2

2.5

3.0

3.3

9.5

FIELD "N" VALUE

FIELD

BLOW

COUNT

(Recovery)

LATITUDE (DEGREES): N 63° 43' 16.90" (63.72136°)

LONGITUDE (DEGREES): W -148° 58' 20.03" (-148.97223°)

D E

P T

H ft

Sheet 1 of 1

BORING LOG (US Customary Units)

S A

M P

LE

DRILLING METHODS:

DATE FINISHED:

TOTAL DEPTH: 9.5'

LIQUID LIMIT

AFTER DRILLING

Grab Sample

Hollow Stem Auger

2" OD Split Spoon (SPT)

AT COMPLETION

G R

A P

H

IC

L O

G

DESCRIPTION

Hollow Stem

188+75, 7' LT

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0 approx. MP 3.5NOTES:

BORING SG14-08

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/1 1/

Alaska DOT LOGGER: Kevin Maxwell

DATE STARTED:

0.0

FEDERAL HIGHWAY ADMINISTRATION

VANCOUVER, WASHINGTON

GEOTECHNICAL SECTION

Shad Parker

WEATHER:

PROJECT: Denali Park Road

Automatic

WATER CONTENT (%)

WATER LEVELS

HAMMER:

WHILE DRILLING

DRILLER:

DRILL: CME-55

D E

P T

H ft

5/9/2014

S A

M P

LE

R

5/9/2014

STATION, OFFSET:

PLASTIC LIMIT

ASPHALT 0.3 feet.

Well-graded GRAVEL with silt and sand (GW-GM), grayish brown, dry to moist. Fill.

A-1-a

Pink foam.

Poorly graded gravely SAND, grayish brown, dry to moist.

Fill.

Woven GEOTEXTILE at 3.5 feet.

Silty SAND with gravel, brownish gray, dry to moist. Fill, frozen from 4.3 feet.

Non-woven GEOTEXTILE at 4.5 feet.

Bottom of hole at 4.8 feet.

0.3

2.8

3.0

3.5 3.5

4.5

4.8

FIELD

BLOW

COUNT

(Recovery)

LATITUDE (DEGREES): N 63° 43' 10.34" (63.71954°)

LONGITUDE (DEGREES): W -148° 59' 2.94" (-148.98415°)

D E

P T

H ft

Sheet 1 of 1

BORING LOG (US Customary Units)

S A

M P

LE

DRILLING METHODS:

DATE FINISHED:

TOTAL DEPTH: 4.8'

AFTER DRILLING

Solid Stem Auger

Grab Sample

AT COMPLETION

G R

A P

H

IC

L O

G

DESCRIPTION

Solid Flight

210+50, RT lane

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0 approx. MP 4NOTES:

BORING SG14-09

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Alaska DOT LOGGER: Kevin Maxwell

DATE STARTED:

0.0

FEDERAL HIGHWAY ADMINISTRATION

VANCOUVER, WASHINGTON

GEOTECHNICAL SECTION

Shad Parker

WEATHER:

PROJECT: Denali Park Road

WATER CONTENT (%)

WATER LEVELS

HAMMER:

WHILE DRILLING

DRILLER:

DRILL: CME-55

D E

P T

H ft

5/9/2014

S A

M P

LE

R

5/9/2014

STATION, OFFSET:

ASPHALT 0.25 feet.

Silty GRAVEL with sand (GM), blackish gray to grayish brown, dry to moist. Fill.

A-1-a

Silty SAND with gravel, light brown, moist.

Bottom of hole at 4.5 feet.

0.3

3.0

4.5

FIELD

BLOW

COUNT

(Recovery)

LATITUDE (DEGREES): N 63° 43' 0.84" (63.7169°)

LONGITUDE (DEGREES): W -149° 0' 49.43" (-149.01373°)

D E

P T

H ft

Sheet 1 of 1

BORING LOG (US Customary Units)

S A

M P

LE

DRILLING METHODS:

DATE FINISHED:

TOTAL DEPTH: 4.5'

LIQUID LIMIT

AFTER DRILLING

Solid Stem Auger

Grab Sample

AT COMPLETION

G R

A P

H

IC

L O

G

DESCRIPTION

Solid Flight

264+90, RT lane

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0 approx. MP 5.1NOTES:

BORING SG14-10

COMPANY:

F ile

: I :\T

E C

H

S E

R V

IC

E

S \G

E O

T E

C H

N

IC

A L

S E

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IC

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S \G

IN

T

\P R

O

JE

C T

S \D

E N

A L

I P A

R K

R O

A D

.G

I:

\T E

C H

_S E

R V

IC

E

S \G

E O

T E

C H

N

IC

A L

S E

R V

IC

E

S \G

IN

T

\L

IB

R A

R Y

\F H

W A

L

IB

R A

R Y nt ed : 9

/1 1/

Alaska DOT LOGGER: Kevin Maxwell

DATE STARTED:

0.0

FEDERAL HIGHWAY ADMINISTRATION

VANCOUVER, WASHINGTON

GEOTECHNICAL SECTION

Shad Parker

WEATHER:

PROJECT: Denali Park Road

WATER CONTENT (%)

WATER LEVELS

HAMMER:

WHILE DRILLING

DRILLER:

DRILL: CME-55

D E

P T

H ft

5/9/2014

S A

M P

LE

R

5/9/2014

STATION, OFFSET:

ASPHALT 0.2 feet.

Clayey SAND with gravel (SC), blackish gray to grayish brown, dry to moist. Fill.

A-2-4

Woven GEOTEXTILE at 2.5 feet.

Organic SILT, brown, moist to wet.

SILT with medium coarse sand, gray, moist to wet.

SILT with sand and gravel, orange tan, moist to wet. Frozen from 4.0 feet.

Bottom of hole at 4.5 feet.

0.2

2.5 2.5 2.8

3.7

4.5

FIELD

BLOW

COUNT

(Recovery)

LATITUDE (DEGREES): N 63° 42' 57.46" (63.71596°)

LONGITUDE (DEGREES): W -149° 2' 35.23" (-149.04312°)

D E

P T

H ft

Sheet 1 of 1

BORING LOG (US Customary Units)

S A

M P

LE

DRILLING METHODS:

DATE FINISHED:

TOTAL DEPTH: 4.5'

LIQUID LIMIT

AFTER DRILLING

Solid Stem Auger

Grab Sample

AT COMPLETION

G R

A P

H

IC

L O

G

DESCRIPTION

Solid Flight

314+00, 7.5' RT

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0 approx. MP 5.9NOTES:

BORING SG14-11

COMPANY:

F ile

: I :\T

E C

H

S E

R V

IC

E

S \G

E O

T E

C H

N

IC

A L

S E

R V

IC

E

S \G

IN

T

\P R

O

JE

C T

S \D

E N

A L

I P A

R K

R O

A D

.G

I:

\T E

C H

_S E

R V

IC

E

S \G

E O

T E

C H

N

IC

A L

S E

R V

IC

E

S \G

IN

T

\L

IB

R A

R Y

\F H

W A

L

IB

R A

R Y nt ed : 9

/1 1/

Alaska DOT LOGGER: Kevin Maxwell

DATE STARTED:

0.0

FEDERAL HIGHWAY ADMINISTRATION

VANCOUVER, WASHINGTON

GEOTECHNICAL SECTION

Shad Parker

WEATHER:

PROJECT: Denali Park Road

WATER CONTENT (%)

WATER LEVELS

HAMMER:

WHILE DRILLING

DRILLER:

DRILL: CME-55

D E

P T

H ft

5/9/2014

S A

M P

LE

R

5/9/2014

STATION, OFFSET:

ASPHALT 0.4 feet.

Poorly graded gravelly SAND, light brown , dry to moist. Fill.

Poorly graded gravelly SAND, blackish gray, dry to moist.

Fill.

Well-graded SAND with silt and gravel (SW-SM), brownish gray, dry to moist. Fill.

A-1-b

Bottom of hole at 4.5 feet.

0.4

0.8

1.5

4.5

FIELD

BLOW

COUNT

(Recovery)

LATITUDE (DEGREES): N 63° 42' 59.69" (63.71658°)

LONGITUDE (DEGREES): W -149° 3' 31.90" (-149.05886°)

D E

P T

H ft

Sheet 1 of 1

BORING LOG (US Customary Units)

S A

M P

LE

DRILLING METHODS:

DATE FINISHED:

TOTAL DEPTH: 4.5'

AFTER DRILLING

Solid Stem Auger

Grab Sample

AT COMPLETION

G R

A P

H

IC

L O

G

DESCRIPTION

Solid Flight

341+00, 9.5' LT

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0 approx. MP 6.4NOTES:

BORING SG14-12

COMPANY:

F ile

: I :\T

E C

H

S E

R V

IC

E

S \G

E O

T E

C H

N

IC

A L

S E

R V

IC

E

S \G

IN

T

\P R

O

JE

C T

S \D

E N

A L

I P A

R K

R O

A D

.G

I:

\T E

C H

_S E

R V

IC

E

S \G

E O

T E

C H

N

IC

A L

S E

R V

IC

E

S \G

IN

T

\L

IB

R A

R Y

\F H

W A

L

IB

R A

R Y nt ed : 9

/1 1/

Alaska DOT LOGGER: Kevin Maxwell

DATE STARTED:

0.0

FEDERAL HIGHWAY ADMINISTRATION

VANCOUVER, WASHINGTON

GEOTECHNICAL SECTION

Shad Parker

WEATHER:

PROJECT: Denali Park Road

WATER CONTENT (%)

WATER LEVELS

HAMMER:

WHILE DRILLING

DRILLER:

DRILL: CME-55

D E

P T

H ft

5/9/2014

S A

M P

LE

R

5/9/2014

Silty clayey SAND with gravel (SC-SM), blackish gray to light brown, dry to moist. Fill.

A-1-b

Bottom of hole at 4.5 feet.

0.3

4.5

FIELD

BLOW

COUNT

(Recovery)

LATITUDE (DEGREES): N 63° 42' 57.78" (63.71605°)

LONGITUDE (DEGREES): W -149° 4' 35.83" (-149.07662°)

D E

P T

H ft

Sheet 1 of 1

BORING LOG (US Customary Units)

S A

M P

LE

DRILLING METHODS:

DATE FINISHED:

TOTAL DEPTH: 4.5'

LIQUID LIMIT

AFTER DRILLING

Solid Stem Auger

Grab Sample

AT COMPLETION

G R

A P

H

IC

L O

G

DESCRIPTION

Solid Flight

370+80, 7' RT

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0 approx MP 7.1NOTES:

BORING SG14-13

COMPANY:

F ile

: I :\T

E C

H

S E

R V

IC

E

S \G

E O

T E

C H

N

IC

A L

S E

R V

IC

E

S \G

IN

T

\P R

O

JE

C T

S \D

E N

A L

I P A

R K

R O

A D

.G

I:

\T E

C H

_S E

R V

IC

E

S \G

E O

T E

C H

N

IC

A L

S E

R V

IC

E

S \G

IN

T

\L

IB

R A

R Y

\F H

W A

L

IB

R A

R Y nt ed : 9

/1 1/

Alaska DOT LOGGER: Kevin Maxwell

DATE STARTED:

0.0

FEDERAL HIGHWAY ADMINISTRATION

VANCOUVER, WASHINGTON

GEOTECHNICAL SECTION

Shad Parker

WEATHER:

PROJECT: Denali Park Road

WATER CONTENT (%)

WATER LEVELS

HAMMER:

WHILE DRILLING

DRILLER:

DRILL: CME-55

D E

P T

H ft

5/9/2014

S A

M P

LE

R

5/9/2014

STATION, OFFSET:

ASPHALT 0.25 feet.

Silty SAND with gravel (SM), light brown to grayish brown, dry to moist. Fill.

A-1-a

Bottom of hole at 4.5 feet.

0.3

4.5

FIELD

BLOW

COUNT

(Recovery)

LATITUDE (DEGREES): N 63° 42' 38.38" (63.71066°)

LONGITUDE (DEGREES): W -149° 6' 59.87" (-149.11663°)

D E

P T

H ft

Sheet 1 of 1

BORING LOG (US Customary Units)

S A

M P

LE

DRILLING METHODS:

DATE FINISHED:

TOTAL DEPTH: 4.5'

AFTER DRILLING

Solid Stem Auger

Grab Sample

AT COMPLETION

G R

A P

H

IC

L O

G

DESCRIPTION

Solid Flight

438+30, 7' RT

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0 approx. MP 8.4NOTES:

BORING SG14-15

COMPANY:

F ile

: I :\T

E C

H

S E

R V

IC

E

S \G

E O

T E

C H

N

IC

A L

S E

R V

IC

E

S \G

IN

T

\P R

O

JE

C T

S \D

E N

A L

I P A

R K

R O

A D

.G

I:

\T E

C H

_S E

R V

IC

E

S \G

E O

T E

C H

N

IC

A L

S E

R V

IC

E

S \G

IN

T

\L

IB

R A

R Y

\F H

W A

L

IB

R A

R Y nt ed : 9

/1 1/

Alaska DOT LOGGER: Kevin Maxwell

DATE STARTED:

0.0

FEDERAL HIGHWAY ADMINISTRATION

VANCOUVER, WASHINGTON

GEOTECHNICAL SECTION

Shad Parker

WEATHER:

PROJECT: Denali Park Road

WATER CONTENT (%)

WATER LEVELS

HAMMER:

WHILE DRILLING

DRILLER:

DRILL: CME-55

D E

P T

H ft

5/9/2015

S A

M P

LE

R

5/9/2014

ASPHALT 0.25 feet

Poorly graded gravely SAND, brownish gray, dry to moist.

Fill.

Silty GRAVEL with sand (GM), grayish brown, dry to moist.

Fill, frozen from 4 feet.

A-1-a

Bottom of hole at 4.5 feet.

0.3

0.9

4.5

FIELD

BLOW

COUNT

(Recovery)

LATITUDE (DEGREES): N 63° 42' 44.82" (63.71245°)

LONGITUDE (DEGREES): W -149° 9' 43.31" (-149.16203°)

D E

P T

H ft

Sheet 1 of 1

BORING LOG (US Customary Units)

S A

M P

LE

DRILLING METHODS:

DATE FINISHED:

TOTAL DEPTH: 4.5'

LIQUID LIMIT

AFTER DRILLING

Solid Stem Auger

Grab Sample

AT COMPLETION

G R

A P

H

IC

L O

G

DESCRIPTION

Solid Flight

515+00, 11' LT

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0 approx. MP 9.7NOTES:

BORING SG14-16

COMPANY:

F ile

: I :\T

E C

H

S E

R V

IC

E

S \G

E O

T E

C H

N

IC

A L

S E

R V

IC

E

S \G

IN

T

\P R

O

JE

C T

S \D

E N

A L

I P A

R K

R O

A D

.G

I:

\T E

C H

_S E

R V

IC

E

S \G

E O

T E

C H

N

IC

A L

S E

R V

IC

E

S \G

IN

T

\L

IB

R A

R Y

\F H

W A

L

IB

R A

R Y nt ed : 9

/1 1/

Alaska DOT LOGGER: Kevin Maxwell

DATE STARTED:

0.0

FEDERAL HIGHWAY ADMINISTRATION

VANCOUVER, WASHINGTON

GEOTECHNICAL SECTION

Shad Parker

WEATHER:

PROJECT: Denali Park Road

WATER CONTENT (%)

WATER LEVELS

HAMMER:

WHILE DRILLING

DRILLER:

DRILL: CME-55

D E

P T

H ft

5/9/2014

S A

M P

LE

R

5/9/2014

STATION, OFFSET:

Silty SAND with gravel (SM), light brown to grayish brown, dry to moist. Fill.

A-1-a

Bottom of hole at 4.5 feet.

0.3

4.5

FIELD

BLOW

COUNT

(Recovery)

LATITUDE (DEGREES): N 63° 42' 39.28" (63.71091°)

LONGITUDE (DEGREES): W -149° 11' 31.99" (-149.19222°)

D E

P T

H ft

Sheet 1 of 1

BORING LOG (US Customary Units)

S A

M P

LE

DRILLING METHODS:

DATE FINISHED:

TOTAL DEPTH: 4'

AFTER DRILLING

Solid Stem Auger

Grab Sample

AT COMPLETION

G R

A P

H

IC

L O

G

DESCRIPTION

Solid Flight

564+50, 7' LT

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0 approx. MP 10.7NOTES:

BORING SG14-17

COMPANY:

F ile

: I :\T

E C

H

S E

R V

IC

E

S \G

E O

T E

C H

N

IC

A L

S E

R V

IC

E

S \G

IN

T

\P R

O

JE

C T

S \D

E N

A L

I P A

R K

R O

A D

.G

I:

\T E

C H

_S E

R V

IC

E

S \G

E O

T E

C H

N

IC

A L

S E

R V

IC

E

S \G

IN

T

\L

IB

R A

R Y

\F H

W A

L

IB

R A

R Y nt ed : 9

/1 1/

Alaska DOT LOGGER: Kevin Maxwell

DATE STARTED:

0.0

FEDERAL HIGHWAY ADMINISTRATION

VANCOUVER, WASHINGTON

GEOTECHNICAL SECTION

Shad Parker

WEATHER:

PROJECT: Denali Park Road

WATER CONTENT (%)

WATER LEVELS

HAMMER:

WHILE DRILLING

DRILLER:

DRILL: CME-55

D E

P T

H ft

5/9/2014

S A

M P

LE

R

5/9/2014

Silty SAND with gravel (SM), grayish brown, dry to moist.

Fill, frozen from 4 feet.

A-1-a

Bottom of hole at 4.5 feet.

0.3

4.5

FIELD

BLOW

COUNT

(Recovery)

LATITUDE (DEGREES): N 63° 42' 52.92" (63.7147°)

LONGITUDE (DEGREES): W -149° 14' 35.34" (-149.24315°)

D E

P T

H ft

Sheet 1 of 1

BORING LOG (US Customary Units)

S A

M P

LE

DRILLING METHODS:

DATE FINISHED:

TOTAL DEPTH: 4.5'

AFTER DRILLING

Solid Stem Auger

Grab Sample

AT COMPLETION

G R

A P

H

IC

L O

G

DESCRIPTION

Solid Flight

648+50, 8' RT

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0 approx. MP 12NOTES:

BORING SG14-18

COMPANY:

F ile

: I :\T

E C

H

S E

R V

IC

E

S \G

E O

T E

C H

N

IC

A L

S E

R V

IC

E

S \G

IN

T

\P R

O

JE

C T

S \D

E N

A L

I P A

R K

R O

A D

.G

I:

\T E

C H

_S E

R V

IC

E

S \G

E O

T E

C H

N

IC

A L

S E

R V

IC

E

S \G

IN

T

\L

IB

R A

R Y

\F H

W A

L

IB

R A

R Y nt ed : 9

/1 1/

Alaska DOT LOGGER: Kevin Maxwell

DATE STARTED:

0.0

FEDERAL HIGHWAY ADMINISTRATION

VANCOUVER, WASHINGTON

GEOTECHNICAL SECTION

Shad Parker

WEATHER:

PROJECT: Denali Park Road

WATER CONTENT (%)

WATER LEVELS

HAMMER:

WHILE DRILLING

DRILLER:

DRILL: CME-55

D E

P T

H ft

5/9/2014

S A

M P

LE

R

5/9/2014

4-9-8-6

4-6-4-4

2-3-3-4

5-9-10-13

ASPHALT 0.2 feet.

Silty SAND with gravel (SM), light brown, dry to moist. Fill.

A-1-a

Well-graded SAND with silt and gravel (SW-SM), brownish gray, moist. Fill, frozen from 6.8 feet.

A-1-a

Moist to wet.

Silty SAND with gravel (SM), brownish gray, moist. Fill.

A-1-a

Wet.

Bottom of hole at 9.5 feet.

0.2

4.0

7.0

9.5

FIELD "N" VALUE

FIELD

BLOW

COUNT

(Recovery)

LATITUDE (DEGREES): N 63° 42' 57.64" (63.71601°)

LONGITUDE (DEGREES): W -149° 14' 56.58" (-149.24905°)

D E

P T

H ft

Sheet 1 of 1

BORING LOG (US Customary Units)

S A

M P

LE

DRILLING METHODS:

DATE FINISHED:

TOTAL DEPTH: 9.5'

AFTER DRILLING

Grab Sample

Hollow Stem Auger

2" OD Split Spoon (SPT)

AT COMPLETION

G R

A P

H

IC

L O

G

DESCRIPTION

Hollow Stem

659+80, 6' RT

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0 approx. MP 12.2NOTES:

BORING SG14-19

COMPANY:

F ile

: I :\T

E C

H

S E

R V

IC

E

S \G

E O

T E

C H

N

IC

A L

S E

R V

IC

E

S \G

IN

T

\P R

O

JE

C T

S \D

E N

A L

I P A

R K

R O

A D

.G

I:

\T E

C H

_S E

R V

IC

E

S \G

E O

T E

C H

N

IC

A L

S E

R V

IC

E

S \G

IN

T

\L

IB

R A

R Y

\F H

W A

L

IB

R A

R Y nt ed : 9

/1 1/

Alaska DOT LOGGER: Kevin Maxwell

DATE STARTED:

0.0

FEDERAL HIGHWAY ADMINISTRATION

VANCOUVER, WASHINGTON

GEOTECHNICAL SECTION

Shad Parker

WEATHER:

PROJECT: Denali Park Road

Automatic

WATER CONTENT (%)

WATER LEVELS

HAMMER:

WHILE DRILLING

DRILLER:

DRILL: CME-55

D E

P T

H ft

5/10/2014

S A

M P

LE

R

5/10/2014

7-7-4-4

3-4-7-13

20-27/6"

3-2-1-1

ASPHALT 0.1 feet.

Poorly graded SAND with silt and gravel (SP-SM), light brown to black, dry to moist. Fill.

A-1-a

Silty SAND with gravel (SM), brownish gray, moist. Fill, frozen from 4.7 feet.

A-1-b Wet.

Silty SAND with gravel (SM), black, wet, frozen. Fill.

A-1-b

6" cobble.

Organic SILT, brown, moist to wet. Frozen to 8 feet.

SILT with sand (ML), gray, moist.

A-6

Bottom of hole at 9 feet.

0.1

3.5

5.3

6.5

8.1

9.0

FIELD "N" VALUE

FIELD

BLOW

COUNT

(Recovery)

LATITUDE (DEGREES): N 63° 43' 43.39" (63.72872°)

LONGITUDE (DEGREES): W -149° 16' 54.59" (-149.28183°)

D E

P T

H ft

Sheet 1 of 1

BORING LOG (US Customary Units)

S A

M P

LE

DRILLING METHODS:

DATE FINISHED:

TOTAL DEPTH: 9'

LIQUID LIMIT

AFTER DRILLING

Grab Sample

Hollow Stem Auger

2" OD Split Spoon (SPT)

AT COMPLETION

G R

A P

H

IC

L O

G

DESCRIPTION

Hollow Stem

734+00, 7 RT

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0 approx. MP 13.5NOTES:

BORING SG14-20

COMPANY:

F ile

: I :\T

E C

H

S E

R V

IC

E

S \G

E O

T E

C H

N

IC

A L

S E

R V

IC

E

S \G

IN

T

\P R

O

JE

C T

S \D

E N

A L

I P A

R K

R O

A D

.G

I:

\T E

C H

_S E

R V

IC

E

S \G

E O

T E

C H

N

IC

A L

S E

R V

IC

E

S \G

IN

T

\L

IB

R A

R Y

\F H

W A

L

IB

R A

R Y nt ed : 9

/1 1/

Alaska DOT LOGGER: Kevin Maxwell

DATE STARTED:

0.0

FEDERAL HIGHWAY ADMINISTRATION

VANCOUVER, WASHINGTON

GEOTECHNICAL SECTION

Shad Parker

WEATHER:

PROJECT: Denali Park Road

Automatic

WATER CONTENT (%)

WATER LEVELS

HAMMER:

WHILE DRILLING

DRILLER:

DRILL: CME-55

D E

P T

H ft

5/10/2014

S A

M P

LE

R

5/10/2014

STATION, OFFSET:

ASPHALT 0.4 feet.

Poorly graded gravely SAND, fill, light brown, dry to moist.

Fill.

Poorly graded gravely SAND, blackish brown, dry to moist.

Fill.

Poorly graded GRAVEL with silt and sand (GP-GM), brownish tan, dry to moist. Fill.

A-1-a

Wet.

Bottom of hole at 5 feet.

0.4

1.5

2.5

5.0

FIELD

BLOW

COUNT

(Recovery)

LATITUDE (DEGREES): N 63° 43' 51.53" (63.73098°)

LONGITUDE (DEGREES): W -149° 16' 58.62" (-149.28295°)

D E

P T

H ft

Sheet 1 of 1

BORING LOG (US Customary Units)

S A

M P

LE

DRILLING METHODS:

DATE FINISHED:

TOTAL DEPTH: 5'

AFTER DRILLING

Solid Stem Auger

Grab Sample

AT COMPLETION

G R

A P

H

IC

L O

G

DESCRIPTION

Solid Flight

742+00, 8' LT

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0 approx. MP 14NOTES:

BORING SG14-21

COMPANY:

F ile

: I :\T

E C

H

S E

R V

IC

E

S \G

E O

T E

C H

N

IC

A L

S E

R V

IC

E

S \G

IN

T

\P R

O

JE

C T

S \D

E N

A L

I P A

R K

R O

A D

.G

I:

\T E

C H

_S E

R V

IC

E

S \G

E O

T E

C H

N

IC

A L

S E

R V

IC

E

S \G

IN

T

\L

IB

R A

R Y

\F H

W A

L

IB

R A

R Y nt ed : 9

/1 1/

Alaska DOT LOGGER: Kevin Maxwell

DATE STARTED:

0.0

FEDERAL HIGHWAY ADMINISTRATION

VANCOUVER, WASHINGTON

GEOTECHNICAL SECTION

Shad Parker

WEATHER:

PROJECT: Denali Park Road

WATER CONTENT (%)

WATER LEVELS

HAMMER:

WHILE DRILLING

DRILLER:

DRILL: CME-55

D E

P T

H ft

5/10/2014

S A

M P

LE

R

5/10/2014

4-9-8-6

4-5-6-5

2-4-6-9

12-30

ASPHALT 0.2 feet.

Poorly graded gravely SAND, grayish brown, dry to moist.

Fill.

Silty SAND with gravel (SM), brownish gray, dry to moist.

Fill.

A-1-a

Poorly graded SAND with silt and gravel (SP-SM), brownish gray, wet. Fill, frozen from 6.7 to 8 feet.

A-1-a

Silty clayey SAND with gravel (SC-SM), blackish brown, moist. Fill, likely contains organics, loose by drill reaction.

A-2-4

Bottom of hole at 10 feet.

0.2

1.5

4.5

9.0

10.0

FIELD "N" VALUE

FIELD

BLOW

COUNT

(Recovery)

LATITUDE (DEGREES): N 63° 44' 18.71" (63.73853°)

LONGITUDE (DEGREES): W -149° 17' 31.63" (-149.29212°)

D E

P T

H ft

Sheet 1 of 1

BORING LOG (US Customary Units)

S A

M P

LE

DRILLING METHODS:

DATE FINISHED:

TOTAL DEPTH: 10'

LIQUID LIMIT

AFTER DRILLING

Grab Sample

Hollow Stem Auger

2" OD Split Spoon (SPT)

AT COMPLETION

G R

A P

H

IC

L O

G

DESCRIPTION

Hollow Stem

775+60, RT lane

0.0

1.5

3.0

4.5

6.0

7.5

9.0

10.5

12.0

13.5

15.0 approx. MP 14.7NOTES:

BORING SG14-22

COMPANY:

F ile

: I :\T

E C

H

S E

R V

IC

E

S \G

E O

T E

C H

N

IC

A L

S E

R V

IC

E

S \G

IN

T

\P R

O

JE

C T

S \D

E N

A L

I P A

R K

R O

A D

.G

I:

\T E

C H

_S E

R V

IC

E

S \G

E O

T E

C H

N

IC

A L

S E

R V

IC

E

S \G

IN

T

\L

IB

R A

R Y

\F H

W A

L

IB

R A

R Y nt ed : 9

/1 1/

Alaska DOT LOGGER: Kevin Maxwell

DATE STARTED:

0.0

FEDERAL HIGHWAY ADMINISTRATION

VANCOUVER, WASHINGTON

GEOTECHNICAL SECTION

Shad Parker

WEATHER:

PROJECT: Denali Park Road

Automatic

WATER CONTENT (%)

WATER LEVELS

HAMMER:

WHILE DRILLING

DRILLER:

DRILL: CME-55

D E

P T

H ft

5/10/2014

S A

M P

LE

R

5/10/2014

STATION, OFFSET: