GM12-17_FINAL_Denali_Park_Road_Geotechnical_Recommendations.pdf

Memorandum

Western Federal Lands Highway Division 610 E. Fifth Street

Vancouver, WA 98661-3801

Date: July 17, 2017 In Reply Refer To: HFL-17

From: Brian Collins, P.E.

Senior Geotechnical Engineer

To: Betty Chon, Project Manager Cc: Thinh Phan, Highway Designer

Brad Neitzke, Materials Engineer Nathan Jenks, Geotechnical Team Lead Doug Anderson, Engineering Geologist Denny Capps, Denali Park Geologist Riley Tingue, Denali Road Maintenance Supervisor

Subject: Final Geotechnical Recommendations Repave Denali Park Road MP 0 to 3.4

AK NPS DENA 10(35)

Geotechnical Memorandum No. 12-17

Project Location and Scope

This project is along Denali Park Road extending from its intersection with the George Parks Highway (MP 0) at project Station 0+00 to the gate adjacent to the Flag Pole Parking Lot (MP 3.4+/-) at project Station 180+20. The project includes rehabilitation of the existing pavement within those limits and spot subgrade stabilization at specific locations. Recommendations for the pavement rehabilitation are contained in the Final Structural Pavement Design Memorandum provided by Brad Neitzke dated February 21, 2017. The final pavement recommendation consists of full depth, in-place reclamation with foamed asphalt to a depth of 6 inches with 3 inches of an asphalt concrete pavement overlay.

Numerous sites within the project limits have been identified for subgrade stabilization. Subgrade stabilization will consist of subexcavation and replacement with roadway aggregate and layers of stabilization geogrid covered with 2 inches of asphalt concrete pavement up to match the existing grade. Full depth, in-place pavement reclamation will not be completed in subgrade stabilization areas.

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. Removing the existing pavement structure is likely to

GM12-17 Page 2 of 9 expose weaker subgrade material that is more susceptible to weather and traffic loads, which would be a significant project constructability risk.

Geotechnical Investigation

The geotechnical investigation for the Denali Park Road from milepost (MP) 0 to MP 15 was completed in May 2014. A truck-mounted CME 55 drill owned and operated by the Alaska Department of Transportation and Public Facilities (DOT&PF) was used to advance the borings.

Borings starting with “SG” indicate a subgrade investigation boring. These borings were advanced with a 10-inch diameter solid-stem auger to obtain larger bulk grab samples of the base and subgrade materials for laboratory testing. Borings starting with a “B” indicate a geotechnical investigation boring advanced using 6 ½-inch outside diameter hollow-stem augers and using split barrel sampling.

Standard Penetration Tests (SPTs) were completed at 2.5-foot to 5-foot intervals in soil material.

The Standard Penetration Test (SPT) consists of using a 140-pound hammer with a 30 inch drop to drive a two inch outside diameter split-barrel sampler 24 inches below the bottom of the borehole and recording the number of blows for each six-inch increment of penetration. The middle two numbers (for the center 12 inches of penetration) are added together to determine the blows per foot (bpf), which is known as the N-value. Some split-barrel samples were taken using a 2.5-inch outside diameter split barrel sampler that was driven using a 340-pound hammer with a 30-inch drop. Note that blow counts from this non-standard sample procedure must be corrected for sampler size and hammer energy to determine an estimated N-value.

Borings were logged in the field by an DOT&PF Engineering Geologist in general accordance with the DOT&PF Alaska Geotechnical Procedures Manual. Samples were collected and shipped to Western Federal Lands Highway Division (WFLHD) in Vancouver, Washington. The samples and draft boring logs were reviewed by the WFLHD Geotechnical Engineer assigned to the project. Samples from the borings were submitted to the WFLHD Materials Laboratory for moisture content, Atterberg limit, and gradation tests. A boring location map, borings logs, and laboratory test reports are attached at the end of this memorandum.

Borings completed within the project limits from MP 0 to MP 3.4 are summarized in Table 1.

GM12-17 Page 3 of 9

Table 1. Summary of Investigation Borings on Denali Park Road from MP 0 to MP 3.4

Boring No.1 Latitude2

(deg. North) Longitude2

(deg West) Milepost

(approximate) Station & Offset

(feet) Total Depth

(feet)

SG14-01 63.72926 148.88822 0.1 4+25, 8' RT 3

SG14-02 63.73244 148.89268 0.3 18+30, 7' RT 9.5

SG14-03 63.73663 148.90006 0.7 38+10, 7' LT 4.5

SG14-04 63.73455 148.91577 1.4 71+30, 7' RT 4.5

SG14-05 63.72684 148.92334 2.0 105+10, 7' LT 5

SG14-06 63.72543 148.93374 2.3 122+90, 7' RT 11

SG14-07 63.72393 148.94692 2.7 145+20, 10' RT 4.5

SG14-14 63.73357 148.89407 0.4 23+20, 7' RT 9.5

B14-03 63.72536 148.93372 2.3 123+00, 10' LT 26

B14-04 63.72475 148.93824 2.5 130+75, 7' LT 31

B14-04a 63.72475 148.93827 2.5 130+80, 7' LT 31

B14-04b 63.72475 148.93817 2.5 130+63, 7' LT 51

B14-05 63.72458 148.94132 2.6 135+85, 7' LT 51

B14-06 63.72472 148.93862 2.5 131+40, 7' LT 46

B14-07 63.72482 148.9382 2.5 130+70, 50' RT 36

NOTES:

1SG indicates a subgrade investigation borings using solid-stem augers and grab samples and B indicates a geotechnical investigation boring using hollow-stem augers and split barrel samples.

2Latitude and longitude determined using recreational grade GPS with accuracy of about +/- 30 feet on the WGS84 datum.

In Borings SG14-01 through SG14-07 and B14-03 through B14-07 the asphalt concrete thickness ranged from 0.20 to 0.45 feet and averaged 0.3 feet. The asphalt concrete thickness in SG14-14 was 1.25 feet. The base and subgrade materials were generally granular soils that consisted mostly of sand and gravel with a varying amount of silt and occasional layers of silt. Table 2 summarizes asphalt concrete thickness measurements and the upper layers encountered in the subgrade investigation borings.

GM12-17 Page 4 of 9

Table 2. Summary of Pavement Section Results from Subgrade Investigation Borings

Boring No.

Milepost

(approximate)

Asphalt Concrete Thickness

(feet) Base Course and Subgrade Soils Encountered

3 feet Below the Existing Road Surface

SG14-01 0.1 0.25 well-graded SAND with silt and gravel from 0.3 to 0.9 feet, poorly graded GRAVEL from 0.9 to 3 feet

SG14-02 0.3 0.25

well-graded GRAVEL with silt and sand from 0.3 to 2.0 feet, poorly-graded GRAVEL with silty and sand from 2.0 to 4.5 feet

SG14-03 0.7 0.3 poorly-graded GRAVEL

SG14-04 1.4 0.25

poorly-graded gravelly SAND from 0.3 to 1.5 feet, poorly graded GRAVEL with silt and sand from 1.5 to 2.5 feet, SILT from 2.5 to 3.5 feet

SG14-05 2.0 0.2 poorly-graded GRAVEL with silt and sand

SG14-06 2.3 0.3 poorly-graded GRAVEL with silt and sand

SG14-07 2.7 0.25

poorly-graded GRAVEL with silt and sand from 0.3 to 2.5 feet, SILT with sand and gravel from 2.5 to 4.5 feet

SG14-14 0.4 1.25 poorly-graded gravelly SAND from 1.3 to 2.5 feet, poorly-graded GRAVEL with silt and sand from 2.5 to 5.5 feet

Frozen soil layers were encountered in borings SG14-06, B14-03, B14-04, B14-04a, B14-04b, B14-05, and B14-06 at depths between 4.3 and 14.3 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.

In August 2016, the US Army Corps of Engineers (USACE) Engineer Research and Development Center conducted geophysical investigations on behalf of FHWA along four segments of the Denali Park Road (Bjella, K., Saari, S., Balser, A. and Staples, A., May 2017, Denali Park Road – Geophysical Investigations, US Army Corps of Engineers Engineer Research and Development Center, WFLHD Geotechnical Report No. 03-17.) The intent of this part of the geotechnical work was to investigate for the presence of permafrost below the roadway embankment and tie together the subsurface conditions observed and sampled in the boreholes. Permafrost degradation and thaw settlement may affect future performance of the roadway. The first segment investigated was from MP 0 to MP 4. The geophysical methods used included capacitive-coupled resistivity (CCR) and ground-penetrating radar (GPR). Frozen water is resistive to electrical current so high resistivity (reported in ohm-m) of the soil is used as an indicator of potentially frozen and ice-rich materials. Alternatively, low resistivity indicates potentially wet materials. Bedrock materials also generally have a high resistivity so it is necessary, and good practice to correlate the geophysical data to nearby borings as part of the interpretation.

GM12-17 Page 5 of 9

The results of the USACE investigation is briefly summarized as (Stationing is approximate):

• Station 0+00 to 26+00 – low to moderate resistivity indicating embankment fill material.

No frozen ground is indicated.

• Station 26+00 to 32+00 – roadway fill material overlying deeper moderate to high resistivity values which could be three possibilities: 1) deeper ice rich material, 2) weathered/fractured rock over bedrock, or 3) deeper clay layer.

• Station 32+00 to 58+00 – low resistivity over moderate to high resistivity values with strong GPR reflector boundary indicating roadway fill material overlying weathered/fractured rock. No frozen ground is indicated.

• Station 58+00 to 122+00 – moderate to high resistivity values with a strong GPR reflector boundary indicating weathered/fractured bedrock over more competent rock.

• Station 122+00 to 151+00 – deeper fill material over bedrock.

• Station 151+00 to 169+00 – moderate resistivity values over moderate to high resistivity values which were interpreted as weathered/fractured bedrock over more competent rock but could also be ice-moderate to ice-rich frozen ground. Decomposed bedrock was encountered in this section at a depth of 2.5 feet in Boring SG14-07. Although, this section of road is adjacent to C-Camp which has pavement and building deformations that are believed to be caused by permafrost thaw settlement.

• Station 169+00 to 175+00 – low resistivity values consistent with fill material across the Rock Creek drainage.

• Station 175+00 to 181+20 – moderate resistivity values that could be either weathered/fractured bedrock or ice-moderate to ice-rich permafrost. This area is near the Dog Kennels Loop which is known to have ice-rich permafrost from geotechnical investigation borings, observations during construction, and subsurface temperature monitoring.

• The following areas had low resistivity indicating potentially wet materials: Stations 3+00 to 5+00, 16+00 to 18+00, 23+00 to 25+00, 79+00, 140+00 to 160+00, and 179+00.

Permafrost Discussion

Layer(s) of ice were not encountered in any of the borings within the project limits and the Denali Park Road does not appear to have any thaw settlement damage within the project limits. Since ice-rich permafrost was not encountered in the investigation borings, nor interpreted from the geophysical investigation and the pavement distress is not severe, it is interpreted that any thaw occurring is having relatively minor effects on the roadway from MP 0 to MP 3.4. Based on these observations and results from the geotechnical investigation, an insulated road section is not recommended in the project limits. Instead, subgrade stabilization of areas that are interpreted to be damaged due to a wet/weak subgrade is recommended using multiple layers of geosynthetic reinforcement to slow the development and propagation of future pavement distress.

Deep Patch Repair at MP 2.3 Completed in June 2015

A small landslide at approximately milepost 2.3 (project Station 123+00) was observed during a site visit in June 2013. Denali Maintenance forces had patched this location at least once prior to

GM12-17 Page 6 of 9

June 2013. After June 2013, the pavement cracking and deformation continued to worsen at an increasing rate and by May 2015 the damage was so severe that buses traveling downhill on the steep grade had to cross centerline to avoid a large depression caused by the landslide, resulting in a serious safety hazard to Park visitors. In June 2015 FHWA Geotechnical Engineer Brian Collins assisted Denali Park Maintenance in construction of a deep patch repair at the site. The deep patch is 90 feet long (from approximately project Station 122+80 to 123+70) and 42 inches deep containing 6 layers of Secugrid 30/30 biaxial geogrid spaced at 6 inches vertically and backfilled with select borrow. The top was covered with 10 inches of base aggregate and 2 inches of pavement. Figure 1 is before and after photos of the landslide mitigation. No deformation has been observed at this site since construction and therefore no further mitigation is necessary.

Figure 1. Before and after photos of deep patch repair at MP 2.3

(left photo taken June 2015 and right photo taken May 2016).

Landslide at MP 2.4 – Government Hill Turnout

There is an existing pullout at milepost 2.4 (project Station 128+00, left side) that offers spectacular views of the Alaska Railroad trestle and of the Nenana River and the Hines Creek / Riley Creek Valleys. The existing turnout can only accommodate two to three passenger vehicles so it is usually full or overflowing and it does not accommodate buses. Originally, the project scope included increasing the size of the turnout so that it would be large enough to include parking for both automobiles and buses. Brian Collins, WFLHD Geotechnical Engineer, and Doug Anderson, WFLHD Engineering Geologist, completed a site visit in May 2014. A summary of site observations and recommendations for locating the proposed turnout are contained in WFLHD Geotechnical Memorandum No. 13-14. In the area between the road and Hines Creek we observed a large landslide complex below the existing turnout that extends to the river. The limits of the landslide complex were traced several hundred feet west of the existing turnout (from approximately project Station 125+00 to 142+00). To avoid placing any fill in an area of apparently retrogressing active landsliding, our recommendation was to shift the road into the cut side approximately one lane width and construct the turnout in the existing outside lane.

Ultimately, the Park decided not to expand the turnout at this location due to potential instability

GM12-17 Page 7 of 9 of fills and to avoid impacts associated with the cut. The turnout has been removed from the project scope.

The existing pipe at Station 129+80 outlets about 20 feet away from the observed upper limits of landsliding. Adding water at this location is likely to encourage further retrogression and more landsliding. We recommend abandoning the existing pipe and adding a new pipe at Station 125+00. This will carry the water away from the area of observed landsliding.

Subgrade Stabilization Recommendations

Locations where additional subgrade stabilization was needed beyond the proposed pavement rehabilitation were identified based on a pavement reconnaissance and the results of the drilling and geophysical investigations. These areas were interpreted to have subgrade failure, frost heave distress, poor shoulder support, and/or subsurface water related distress.

As noted in the sections above, subgrade stabilization is recommended to mitigate these distresses.

The stabilization consists of 14- to 38-inches of subexcavation and backfilling with multiple layers of stabilization geogrid and compacted crushed aggregate (see attached details). Crushed aggregate is recommended for the subexcavation backfill because it is non-frost susceptible and generally suitable for carrying public traffic during construction. The subgrade stabilization must be completed ahead of the pavement rehabilitation.

It is 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.

Three depths of subexcavation are recommended:

• Type 1 will have 2 layers of stabilization geogrid and be a minimum of 14 inches deep,

• Type 2 will have 4 layers of stabilization geogrid and be a minimum of 26 inches deep,

• Type 3 will have 6 layers of stabilization geogrid and be a minimum of 38 inches deep.

The subexcavations should be completed as follows:

1) Subexcavate to the required elevation to meet the minimum thickness and cross-slope requirements,

2) Slope bottom of subexcavation to drain and daylight at the face of the embankment using a minimum 5% cross-slope,

3) Place separation-stabilization geotextile, class 1, type A (nonwoven) on subgrade, GM12-17 Page 8 of 9

4) Place a layer of stabilization geogrid on top of geotextile,

5) Place 6 inches compacted depth of roadway aggregate,

6) Continue placing the prescribed number of layers of stabilization geogrid and compacted roadway aggregate,

7) Cover the top layer of stabilization geogrid with a minimum of 6 inches of roadway aggregate, and

8) Place 2 inches of asphalt concrete pavement to match the existing pavement surface.

Subexcavation locations are summarized in Table 3.

Table 3. Subexcavation Locations.

Begin Station End Station Subexcavation

Type Length (feet) Crown

3+50 7+55 Type 1 405 Normal 14+80 18+60 Type 1 380 Normal 22+60 24+60 Type 1 200 Normal 36+25 39+35 Type 2 310 Normal 51+75 53+15 Type 1 140 Normal 80+70 81+30 Type 2 60 Normal

125+00 131+00 Type 3 600 Superelevation, drains to right side 143+20 146+85 Type 2 365 Normal 146+85 159+80 Type 1 1295 Normal 178+55 179+90 Type 2 135 Superelevation, drains to right side

Notes:

1. 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.

A standard underdrain, 24 inches wide and 48 inches deep, is recommended in the roadway ditch adjacent to the Type 3 subexcavation from Station 125+00 to 131+00 (see attached detail).

It will be necessary to construct ramps in and out of the subexcavation locations. The ramps should start outside the subexcavation limits listed in Table 3. The ramps should be sloped at a maximum of 10 percent grade to accommodate busses that will be routed through the subexcavations during construction.

Construction Considerations

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

During subsequent reviews of the project it was observed that the pavement conditions in some of the proposed subexcavation locations have continued to degrade. 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.

GM12-17 Page 9 of 9

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 (passing the No. 200 sieve). In addition, the moisture 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 its short duration and the generally cool and 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 0 to MP 3.4. Professional judgments and recommendations are presented in this memorandum. 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 that the borings might not represent 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 that 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 memorandum or historical reports, or if project stationing and/or configurations change, the WFLHD Geotechnical Team should be notified immediately in order to evaluate the effects, if any, on the recommendations contained in this memorandum. The recommendations presented in this memorandum 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 Map

Unified Soil Classification System Soil Descriptive Terminology Rock Descriptive Terms Boring Logs (B14-03 to B14-07, SG14-01 to SG14-07, and SG14-14) Laboratory Test Reports Subexcavation and Deep Patch Details Standard Underdrain System Detail mailto:brian.collins@dot.gov

BORING LOCATION MAP

DENALI PARK ROAD MILEPOST 0 TO 3.4

AK PRA DENA 10(35)

1000 FEET

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

ROCK DESCRIPTIVE TERMS

ROCK WEATHERING

Field Identification Term Crystals are bright. Discontinuities may show some minor surface staining.

No discoloration in rock fabric. Fresh

Rock mass is generally fresh. Discontinuities are stained and may contain clay. Some discoloration in rock fabric.

Slightly Weathered

Significant portions of rock show discoloration and weathering effects.

Crystals are dull and show visible chemical alteration. Discontinuities are stained and may contain secondary mineral deposits.

Moderately Weathered

Rock can be excavated with geologist’s pick. All discontinuities exhibit secondary mineralization. Complete discoloration of rock fabric. Surface of core is friable and usually pitted due to washing out of highly altered minerals by drilling water.

Highly Weathered

Rock mass is completely decomposed. Original rock “fabric” may be evident. May be reduced to soil with hand pressure. Decomposed

DISCONTINUITY SPACING ROCK QUALITY DESIGNATION (RQD)

Spacing (in) Spacing Term RQD % Designation < 2.5 Very Close 0 - 25 Very poor

2.5 – 8 Close 25 - 50 Poor 8 – 24 Moderately close 50 - 75 Fair 24 – 80 Wide 75 - 90 Good

> 80 Very Wide 90 - 100 Excellent (RQD is the percent of a core run with intact lengths greater than 4 inches excluding breaks caused by drilling.)

INTACT ROCK STRENGTH

Field Identification UCS (psi) Hardness Term Indented by thumbnail. 35 - 150 Extremely Weak (R0) Crumbles under firm blows with point of geological hammer, can be peeled by a pocket knife. 150 - 725 Very Weak (R1)

Can be peeled by a pocket knife with difficulty, shallow indentations made by firm blow with geological hammer.

725 – 3,500 Weak (R2)

Cannot be scraped or peeled with a pocket knife, specimen can be fractured with a single blow of geological hammer.

3,500 – 7,000 Medium Strong (R3)

Specimen requires more than one blow of geological hammer to fracture it. 7,000 – 15,000 Strong (R4)

Specimen requires many blows of geological hammer to fracture it. 15,000 – 36,000 Very Strong (R5)

Specimen can only be chipped with geological hammer. > 36,000 Extremely Strong (R6) (UCS – Unconfined Compressive Strength)

3-9-6-8

5-6-7-6

3-5-6-11

19-17-13-16

9-14-13-21

6-9-9-13

4-7-7-9

0.45 ft ASPHALT.

Poorly graded gravely SAND, medium dense, grayish brown, dry to moist. Fill.

Silty SAND with gravel, loose, fill, grayish brown, dry to moist, coarse gravel (-3").

Moist

SILT with sand and gravel, light brown, moist to wet, coarse gravel (-2"), frozen with minor ice.

Mica PHYLLITE, pale purple, very weak (R1).

Bottom of Boring B14-03 at 26.0 ft.

0.5

2.5

7.2

10.2

26.0

FIELD "N" VALUE

FIELD

BLOW

COUNT

(Recovery)

LATITUDE (DEGREES): N 63° 43' 31.30" (63.72536°)

LONGITUDE (DEGREES): W -148° 56' 1.39" (-148.93372°)

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: 26'

AFTER DRILLING

Hollow Stem Auger

2" OD Split Spoon (SPT)

AT COMPLETION

G R

A P

H

IC

L O

G

DESCRIPTION

Hollow Stem Auger

123+00, 10' LT

0.0

3.0

6.0

9.0

12.0

15.0

18.0

21.0

24.0

27.0

30.0

NOTES:

BORING B14-03

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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, AK PRA DENA 10(35)

Automatic

WATER LEVELS

HAMMER:

WHILE DRILLING

DRILLER:

DRILL: CME-55

D E

P T

H ft

5/7/2014

S A

M P

LE

R

5/7/2014

STATION, OFFSET:

6-7-9-10

26-30

13-27-22-26

5-15-15-13

3-11-12-14

5-3-3-6

1-4-5

5-4-4-4

3-5-7-18

0.25 ft ASPHALT.

Poorly graded gravely SAND, black, oil treated.

Silty SAND with gravel, loose, grayish brown, moist, coarse gravel (-2.5"). Fill.

Silty SAND with gravel, fill, gray, moist, frozen from 5ft to 10.1ft.

Organic SILT, brown, wet, frozen.

Silty SAND with gravel, light brown, moist, coarse gravel (-2") frozen from 10.2ft to 12.4ft.

Poorly graded gravely SAND, medium dense, dark brown, moist, coarse gravel (-3") sub-angular,.

Silty GRAVEL with sand, loose, grayish brown, dry to moist, coarse gravel (-3").

SILT with sand and trace gravel, loose, gray and mottled orange, moist, fine sand.

SILT with sand and gravel, grayish brown, moist.

SILT with sand and gravel, orange brown, moist, fine gravel (-0.375").

SILT with sand and gravel, loose, moist, coarse gravel (-2.5") rounded to sub-angular.

Some rounded clasts.

Refusal, likely on a very hard boulder.

Bottom of Boring B14-04 at 31.0ft.

0.3 0.8

3.0

10.1 10.2

13.1

13.9

15.9

20.0

22.0

23.0

31.0

FIELD "N" VALUE

FIELD

BLOW

COUNT

(Recovery)

LATITUDE (DEGREES): N 63° 43' 29.10" (63.72475°)

LONGITUDE (DEGREES): W -148° 56' 17.66" (-148.93824°)

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: 31'

AFTER DRILLING

Hollow Stem Auger

2" OD Split Spoon (SPT)

AT COMPLETION

G R

A P

H

IC

L O

G

DESCRIPTION

Hollow Stem Auger

130+75, 7' LT

0.0

4.0

8.0

12.0

16.0

20.0

24.0

28.0

32.0

36.0

40.0

See logs:

B14-04a - offset 5.0' to west B14-04b - offset 12.0' to east

NOTES:

BORING B14-04

COMPANY:

F ile

: I :\T

E C

H

S E

R V

IC

E

S \G

E O

T E

C H

\0 4_

B O

R

IN

G L

O G

S \A

K \D

E N

A

LI

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

\0 4_

B O

R

IN

G L

O G

S \0

1_ G

IN

T

_L

IB

R A

R

IE

S A

N D

O T

H E

R F

IL

E

S \L

IB

R

A R

Y \F

H W

A

LI

B R

A R

Y nt ed

: 6 /1

6/

Alaska DOT LOGGER: Kevin Maxwell

DATE STARTED:

0.0

FEDERAL HIGHWAY ADMINISTRATION

VANCOUVER, WASHINGTON

GEOTECHNICAL SECTION

Shad Parker

WEATHER:

PROJECT: Denali Park Road, AK PRA DENA 10(35)

Automatic

WATER LEVELS

HAMMER:

WHILE DRILLING

DRILLER:

DRILL: CME-55

D E

P T

H ft

5/5/2014

S A

M P

LE

R

5/5/2014

0.25 ft ASPHALT.

Poorly graded gravely SAND, black, dry to moist, coarse gravel (-1") oil treated.

Silty SAND with gravel, loose, fill, grayish brown, dry to moist, coarse gravel (-1").

Silty SAND with gravel, tan, dry to moist. Fill.

SILT with gravel and sand and minor cobbles of weathered schist, loose, gray, dry to moist, frozen from 5' to 10.1'. Fill.

Organic SILT, brown, moist, frozen.

Silty SAND with gravel, grayish brown, moist, coarse gravel (-2"), frozen.

Silty GRAVEL with sand, grayish brown, dry to moist, coarse gravel (-3").

SILT with sand, grayish brown, moist, very fine sand.

SILT with sand and gravel, grayish brown, moist, coarse gravel (-3").

Loose, -3"

Silty GRAVEL with sand, brownish gray, moist, coarse gravel (-3").

Broke solid flight auger and left 10 feet in ground from 21' to 31' Bottom of Boring B14-04a at 31.0 ft.

0.3 0.8

2.5

4.0

10.0 10.5

13.0

16.5

18.5

28.0

31.0

FIELD

BLOW

COUNT

(Recovery)

LATITUDE (DEGREES): N 63° 43' 29.10" (63.72475°)

LONGITUDE (DEGREES): W -148° 56' 17.77" (-148.93827°)

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: 31'

AFTER DRILLING

AT COMPLETION

G R

A P

H

IC

L O

G

DESCRIPTION

Solid Flight

130+80, 7' LT

0.0

4.0

8.0

12.0

16.0

20.0

24.0

28.0

32.0

36.0

40.0

B14-04a - offset 5.0' west of B14-04 No SPT taken See B14-04 for sampler data

NOTES:

BORING B14-04a

COMPANY:

F ile

: I :\T

E C

H

S E

R V

IC

E

S \G

E O

T E

C H

\0 4_

B O

R

IN

G L

O G

S \A

K \D

E N

A

LI

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

\0 4_

B O

R

IN

G L

O G

S \0

1_ G

IN

T

_L

IB

R A

R

IE

S A

N D

O T

H E

R F

IL

E

S \L

IB

R

A R

Y \F

H W

A

LI

B R

A R

Y nt ed

: 6 /1

6/

Alaska DOT LOGGER: Kevin Maxwell

DATE STARTED:

0.0

FEDERAL HIGHWAY ADMINISTRATION

VANCOUVER, WASHINGTON

GEOTECHNICAL SECTION

Shad Parker

WEATHER:

PROJECT: Denali Park Road, AK PRA DENA 10(35)

WATER LEVELS

HAMMER:

WHILE DRILLING

DRILLER:

DRILL: CME-55

D E

P T

H ft

5/5/2014

S A

M P

LE

R

5/5/2014

Poorly graded gravely SAND, black, dry to moist, oil treated.

Fill.

Silty SAND with gravel, grayish brown, dry to moist, coarse gravel (-2.5"). Fill.

Silty SAND with gravel, tan, dry to moist. Fill.

Silty SAND with gravel and minor cobbles, greenish gray, dry to moist, coarse gravel (-3") frozen from 5' to 10'. Fill.

Organic SILT, brown, moist, frozen.

Silty SAND with gravel, grayish brown, moist, coarse gravel (-2") frozen from 10.5' to 12'.

SILT with sand, loose, brown, moist, very fine sand.

SILT with sand and gravel, grayish brown, moist.

Silty GRAVEL with sand and cobbles, grayish brown, moist, coarse gravel (-3").

0.3 0.8

3.0

5.0

10.0 10.5

15.0

20.0

24.0

30.0

FIELD

BLOW

COUNT

(Recovery)

LATITUDE (DEGREES): N 63° 43' 29.10" (63.72475°)

LONGITUDE (DEGREES): W -148° 56' 17.41" (-148.93817°)

D E

P T

H ft

Sheet 1 of 2

BORING LOG (US Customary Units)

S A

M P

LE

DRILLING METHODS:

DATE FINISHED:

TOTAL DEPTH: 51'

AFTER DRILLING

Hollow Stem Auger

2.5" OD Mod CA Sampler (MC)

AT COMPLETION

G R

A P

H

IC

L O

G

DESCRIPTION

Solid Flight: 0ft to 30ft HSA: 30ft to 51ft

130+63, 7' LT

0.0

3.0

6.0

9.0

12.0

15.0

18.0

21.0

24.0

27.0

30.0

B14-04b - offset 12.0' east of B14-04, No SPT taken for 0' to 31.0' See B14-04 for sampler data for 0' to 31.0' *340lb hammer and larger 2.5" sampler used 30' to 51'

NOTES:

BORING B14-04b

COMPANY:

F ile

: I :\T

E C

H

S E

R V

IC

E

S \G

E O

T E

C H

\0 4_

B O

R

IN

G L

O G

S \A

K \D

E N

A

LI

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

\0 4_

B O

R

IN

G L

O G

S \0

1_ G

IN

T

_L

IB

R A

R

IE

S A

N D

O T

H E

R F

IL

E

S \L

IB

R

A R

Y \F

H W

A

LI

B R

A R

Y nt ed

: 6 /1

6/

Alaska DOT LOGGER: Kevin Maxwell

DATE STARTED:

0.0

FEDERAL HIGHWAY ADMINISTRATION

VANCOUVER, WASHINGTON

GEOTECHNICAL SECTION

Shad Parker

WEATHER:

PROJECT: Denali Park Road, AK PRA DENA 10(35)

Automatic

WATER LEVELS

HAMMER:

WHILE DRILLING

DRILLER:

DRILL: CME-55

D E

P T

H ft

5/5/2014

S A

M P

LE

R

5/6/2014

5-12-13-14*

3-4-5-8*

7-7-7-9*

10-11-7-7*

SCHIST, orange tan, coarse angular gravel of schist rubble, weathered, soft rock. Foliation oriented at miltiple angles within rubble, no other lithologies present.

PHYLLITE, greenish gray and mottled to tan and orange brown, soft rock. Uniform, flat lying, eighth inch foliations.

Bottom of Boring B14-04b at 51.0 ft.

38.0

51.0

FIELD

BLOW

COUNT

(Recovery)

LATITUDE (DEGREES): N 63° 43' 29.10" (63.72475°)

LONGITUDE (DEGREES): W -148° 56' 17.41" (-148.93817°)

D E

P T

H ft

Sheet 2 of 2

BORING LOG (US Customary Units)

S A

M P

LE

DRILLING METHODS:

DATE FINISHED:

TOTAL DEPTH: 51'

AFTER DRILLING

Hollow Stem Auger

2.5" OD Mod CA Sampler (MC)

AT COMPLETION

G R

A P

H

IC

L O

G

DESCRIPTION

Solid Flight: 0ft to 30ft HSA: 30ft to 51ft

130+63, 7' LT

30.0

33.0

36.0

39.0

42.0

45.0

48.0

51.0

54.0

57.0

60.0

B14-04b - offset 12.0' east of B14-04, No SPT taken for 0' to 31.0' See B14-04 for sampler data for 0' to 31.0' *340lb hammer and larger 2.5" sampler used 30' to 51'

NOTES:

BORING B14-04b

COMPANY:

F ile

: I :\T

E C

H

S E

R V

IC

E

S \G

E O

T E

C H

\0 4_

B O

R

IN

G L

O G

S \A

K \D

E N

A

LI

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

\0 4_

B O

R

IN

G L

O G

S \0

1_ G

IN

T

_L

IB

R A

R

IE

S A

N D

O T

H E

R F

IL

E

S \L

IB

R

A R

Y \F

H W

A

LI

B R

A R

Y nt ed

: 6 /1

6/

Alaska DOT LOGGER: Kevin Maxwell

DATE STARTED:FEDERAL HIGHWAY ADMINISTRATION

VANCOUVER, WASHINGTON

GEOTECHNICAL SECTION

Shad Parker

WEATHER:

PROJECT: Denali Park Road, AK PRA DENA 10(35)

Automatic

WATER LEVELS

HAMMER:

WHILE DRILLING

DRILLER:

DRILL: CME-55

D E

P T

H ft

5/5/2014

S A

M P

LE

R

5/6/2014

3-6-11-18

18-36->50

9-19-23-16

9-15-13-19

8-11-13-16

3-6-8-4

8-21-28->50

12-9-9-10

10-11-11-7

0.3 ft ASPHALT.

Poorly graded gravely SAND, black, dry to moist, coarse gravel (-1"), oil treated. Fill.

Poorly graded gravely SAND, dark brown, dry to moist, coarse gravel (-3"). Fill.

Silty SAND with gravel, brown, moist, coarse gravel (-3").

Silty SAND with gravel of green phyllite, greenish brown, moist. Fill.

SILT with sand and gravel of weathered pyllite, tan green, moist. Fill.

Organic SILT with minor gravel, moist, frozen.

Silty SAND with gravel and cobbles, grayish brown, moist, coarse gravel (-3"), frozen.

Weathered BEDROCK, orange tan, dry, composed of strong frubble fragments in soft compacted silt matrix, frozen to

14.5 feet.

Sericitic PHYLLITE, whitish tan, with occasional 2" quartz veins.

0.3 0.8

2.2

2.9 3.4

4.3

5.0

6.5

20.0

Auger cuttings sample collected (0077)

FIELD "N" VALUE

FIELD

BLOW

COUNT

(Recovery)

LATITUDE (DEGREES): N 63° 43' 28.49" (63.72458°)

LONGITUDE (DEGREES): W -148° 56' 28.75" (-148.94132°)

D E

P T

H ft

Sheet 1 of 2

BORING LOG (US Customary Units)

S A

M P

LE

DRILLING METHODS:

DATE FINISHED:

TOTAL DEPTH: 51'

AFTER DRILLING

Hollow Stem Auger

2" OD Split Spoon (SPT)

AT COMPLETION

G R

A P

H

IC

L O

G

DESCRIPTION

Hollow Stem Auger

135+85, 7' LT

0.0

3.0

6.0

9.0

12.0

15.0

18.0

21.0

24.0

27.0

30.0

NOTES:

BORING B14-05

COMPANY:

F ile

: I :\T

E C

H

S E

R V

IC

E

S \G

E O

T E

C H

\0 4_

B O

R

IN

G L

O G

S \A

K \D

E N

A

LI

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

\0 4_

B O

R

IN

G L

O G

S \0

1_ G

IN

T

_L

IB

R A

R

IE

S A

N D

O T

H E

R F

IL

E

S \L

IB

R

A R

Y \F

H W

A

LI

B R

A R

Y nt ed

: 6 /1

6/

Alaska DOT LOGGER: Kevin Maxwell

DATE STARTED:

0.0

FEDERAL HIGHWAY ADMINISTRATION

VANCOUVER, WASHINGTON

GEOTECHNICAL SECTION

Shad Parker

WEATHER:

PROJECT: Denali Park Road, AK PRA DENA 10(35)

Automatic

WATER LEVELS

HAMMER:

WHILE DRILLING

DRILLER:

DRILL: CME-55

D E

P T

H ft

5/8/2014

S A

M P

LE

R

5/8/2014

STATION, OFFSET:

2-2-2-1

2-1-2-3

2-6-6-7

2-7-11-21

Weathered BEDROCK, orange tan, dry, composed of soft alteration clay retaining original folliated rock texture, no indication of shear.

Bottom of Boring B14-05 at 51.0 ft.

32.5

51.0

FIELD "N" VALUE

FIELD

BLOW

COUNT

(Recovery)

LATITUDE (DEGREES): N 63° 43' 28.49" (63.72458°)

LONGITUDE (DEGREES): W -148° 56' 28.75" (-148.94132°)

D E

P T

H ft

Sheet 2 of 2

BORING LOG (US Customary Units)

S A

M P

LE

DRILLING METHODS:

DATE FINISHED:

TOTAL DEPTH: 51'

AFTER DRILLING

Hollow Stem Auger

2" OD Split Spoon (SPT)

AT COMPLETION

G R

A P

H

IC

L O

G

DESCRIPTION

Hollow Stem Auger

135+85, 7' LT

30.0

33.0

36.0

39.0

42.0

45.0

48.0

51.0

54.0

57.0

60.0

NOTES:

BORING B14-05

COMPANY:

F ile

: I :\T

E C

H

S E

R V

IC

E

S \G

E O

T E

C H

\0 4_

B O

R

IN

G L

O G

S \A

K \D

E N

A

LI

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

\0 4_

B O

R

IN

G L

O G

S \0

1_ G

IN

T

_L

IB

R A

R

IE

S A

N D

O T

H E

R F

IL

E

S \L

IB

R

A R

Y \F

H W

A

LI

B R

A R

Y nt ed

: 6 /1

6/

Alaska DOT LOGGER: Kevin Maxwell

DATE STARTED:FEDERAL HIGHWAY ADMINISTRATION

VANCOUVER, WASHINGTON

GEOTECHNICAL SECTION

Shad Parker

WEATHER:

PROJECT: Denali Park Road, AK PRA DENA 10(35)

Automatic

WATER LEVELS

HAMMER:

WHILE DRILLING

DRILLER:

DRILL: CME-55

D E

P T

H ft

5/8/2014

S A

M P

LE

R

5/8/2014

6-12-8-11*

20-19-13->50*

14-31->50*

8-13-18-28*

11-15-9-8*

2-3-2-3*

3-4-3-8*

1-2-2-2*

2-3-3-4*

0.3 ft ASPHALT.

Poorly graded gravely SAND, black, dry to moist, fine gravel (-.75"). Fill.

SILT with sand and gravel, brownish gray, dry to moist, coarse gravel (-2.5") Fill.

SILT with sand and gravel of weathered schist cut material, light brown, dry to moist, some rounded clasts, frozen from

4.8 feet. Fill.

Silty SAND with gravel of weathered bedrock, some cobbles, some organics, orange brown, moist, some rounded clasts, frozen. Fill.

Silty SAND with gravel, grayish brown, dry to moist, coarse gravel (-2"), some rounded clasts.

Silty SAND with gravel, grayish brown, dry to moist, fine interbedded with medium fine, fine gravel (-0.75") some rounded clasts.

Silty GRAVEL with sand and cobbles, dry to moist, coarse gravel (-3").

SILT with sand and gravel, brownish grayish, dry to moist, fine gravel (-0.5"), some rounded clasts.

SILT with sand and gravel, tan, dry to moist, clasts of weak angular bedrock.

SILT with sand, grayish brown, dry to moist, fine sand.

SCHIST or PHYLLITE, whitish gray, dry, soft.

Sericitic PHYLLITE, light brown with orange bands, dry.

Sericitic PHYLLITE, grayish white with orange bands, dry.

0.3 0.8

3.0

6.0

9.7

14.8

17.5

18.8

19.5 19.8

20.7

24.0

27.0

Auger cuttings sample collected (0053)

FIELD

BLOW

COUNT

(Recovery)

LATITUDE (DEGREES): N 63° 43' 28.99" (63.72472°)

LONGITUDE (DEGREES): W -148° 56' 19.03" (-148.93862°)

D E

P T

H ft

Sheet 1 of 2

BORING LOG (US Customary Units)

S A

M P

LE

DRILLING METHODS:

DATE FINISHED:

TOTAL DEPTH: 46'

AFTER DRILLING

Hollow Stem Auger

2.5" OD Mod CA Sampler (MC)

AT COMPLETION

G R

A P

H

IC

L O

G

DESCRIPTION

Hollow Stem Auger

131+40, 7' LT

0.0

3.0

6.0

9.0

12.0

15.0

18.0

21.0

24.0

27.0

30.0

*340lb hammer and larger 2.5" sampler used for all samples

NOTES:

BORING B14-06

COMPANY:

F ile

: I :\T

E C

H

S E

R V

IC

E

S \G

E O

T E

C H

\0 4_

B O

R

IN

G L

O G

S \A

K \D

E N

A

LI

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

\0 4_

B O

R

IN

G L

O G

S \0

1_ G

IN

T

_L

IB

R A

R

IE

S A

N D

O T

H E

R F

IL

E

S \L

IB

R

A R

Y \F

H W

A

LI

B R

A R

Y nt ed

: 6 /1

6/

Alaska DOT LOGGER: Kevin Maxwell

DATE STARTED:

0.0

FEDERAL HIGHWAY ADMINISTRATION

VANCOUVER, WASHINGTON

GEOTECHNICAL SECTION

Shad Parker

WEATHER:

PROJECT: Denali Park Road, AK PRA DENA 10(35)

Automatic

WATER LEVELS

HAMMER:

WHILE DRILLING

DRILLER:

DRILL: CME-55

D E

P T

H ft

5/7/2014

S A

M P

LE

R

5/7/2014

2-5-3-6*

3-8-7-12*

4-7-11->50*

Sericitic PHYLLITE, grayish white with orange bands, dry.

Minor pyrrhotite minerization.

Hard bedrock, refusal.

Bottom of Boring B14-06 at 46.0 ft.

45.5 46.0

FIELD

BLOW

COUNT

(Recovery)

LATITUDE (DEGREES): N 63° 43' 28.99" (63.72472°)

LONGITUDE (DEGREES): W -148° 56' 19.03" (-148.93862°)

D E

P T

H ft

Sheet 2 of 2

BORING LOG (US Customary Units)

S A

M P

LE

DRILLING METHODS:

DATE FINISHED:

TOTAL DEPTH: 46'

AFTER DRILLING

Hollow Stem Auger

2.5" OD Mod CA Sampler (MC)

AT COMPLETION

G R

A P

H

IC

L O

G

DESCRIPTION

Hollow Stem Auger

131+40, 7' LT

30.0

33.0

36.0

39.0

42.0

45.0

48.0

51.0

54.0

57.0

60.0

*340lb hammer and larger 2.5" sampler used for all samples

NOTES:

BORING B14-06

COMPANY:

F ile

: I :\T

E C

H

S E

R V

IC

E

S \G

E O

T E

C H

\0 4_

B O

R

IN

G L

O G

S \A

K \D

E N

A

LI

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

\0 4_

B O

R

IN

G L

O G

S \0

1_ G

IN

T

_L

IB

R A

R

IE

S A

N D

O T

H E

R F

IL

E

S \L

IB

R

A R

Y \F

H W

A

LI

B R

A R

Y nt ed

: 6 /1

6/

Alaska DOT LOGGER: Kevin Maxwell

DATE STARTED:FEDERAL HIGHWAY ADMINISTRATION

VANCOUVER, WASHINGTON

GEOTECHNICAL SECTION

Shad Parker

WEATHER:

PROJECT: Denali Park Road, AK PRA DENA 10(35)

Automatic

WATER LEVELS

HAMMER:

WHILE DRILLING

DRILLER:

DRILL: CME-55

D E

P T

H ft

5/7/2014

S A

M P

LE

R

5/7/2014

1-2-3-4

4-5-8-7

3-4-1-2

8-8-11

5-5-6-7

Vegitative Mat

Silty SAND with trace gravel, loose, brownish tan, moist, coarse sand and fine gravel, rounded.

Silty SAND with gravel, loose, brownish gray, moist, coarse sand and fine gravel, subangular.

Slity GRAVEL with sand, loose, grayish brown, moist, medium sand and coarse gravel, rounded to subangular.

Moist to wet

Sandy SILT with gravel, medium dense, tanish brown, moist, coarse sand and coarse gravel, rounded.

Gravely SILT with sand and cobbles, dense, gray, moist, coarse sand and medium gravel, rounded

Coarse gravel

Silty SAND, grayish brown, moist to wet, medium to fine.

Poorly graded GRAVEL with sand, brownish tan, moist to wet, medium sand and meduim gravel, rounded.

Poorly graded SAND, loose, brownish gray, moist, fine.

Clayey SAND with silt, grayish brown, moist, medium to coarse.

Silty GRAVEL with sand, medium dense, grayish brown, moist to wet.

With cobbles

Weathered lowgrade metamorphic soft bedrock, tanish brown, angular clasts in clayey silt matrix.

Micaceous PHYLLITE, medium dense, gray, with uniform flat lieing foliation, occasional silicified blocky layers, minor oxide zones.

0.5

1.0

3.0

5.5

6.7

9.0

10.3 10.5

11.7

13.0

18.0

19.5

FIELD "N" VALUE

FIELD

BLOW

COUNT

(Recovery)

LATITUDE (DEGREES): N 63° 43' 29.35" (63.72482°)

LONGITUDE (DEGREES): W -148° 56' 17.52" (-148.9382°)

D E

P T

H ft

Sheet 1 of 2

BORING LOG (US Customary Units)

S A

M P

LE

DRILLING METHODS:

DATE FINISHED:

TOTAL DEPTH: 36'

AFTER DRILLING

Hollow Stem Auger

2" OD Split Spoon (SPT)

AT COMPLETION

G R

A P

H

IC

L O

G

DESCRIPTION

Hollow Stem Auger

130+70, 50' RT

0.0

2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0

22.5

25.0

NOTES:

BORING B14-07

COMPANY:

F ile

: I :\T

E C

H

S E

R V

IC

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S \G

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\0 4_

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S \A

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E N

A

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P A

R K

R O

A D

.G

I:

\T E

C H

_S E

R V

IC

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S \G

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T E

C H

\0 4_

B O

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IN

G L

O G

S \0

1_ G

IN

T

_L

IB

R A

R

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S A

N D

O T

H E

R F

IL

E

S \L

IB

R

A R

Y \F

H W

A

LI

B R

A R

Y nt ed

: 6 /1

6/

Alaska DOT LOGGER: Kevin Maxwell

DATE STARTED:

0.0

FEDERAL HIGHWAY ADMINISTRATION

VANCOUVER, WASHINGTON

GEOTECHNICAL SECTION

Pete Lanigan

WEATHER:

PROJECT: Denali Park Road, AK PRA DENA 10(35)

Automatic

WATER LEVELS

HAMMER:

WHILE DRILLING

DRILLER:

DRILL: CME-45 Heli Drill

D E

P T

H ft

8/13/2014

S A

M P

LE

R

8/13/2014

5-8-10-8

8-12-12-14

6-10

Zones with tanish orange staining, some quartz veins up to 1-inch.

Alteration CLAY, very stiff, tanish orange.

Micaceous PHYLLITE, medium dense, gray.

Micaceous PHYLLITE, medium dense, tanish orange.

Bottom of Boring B14-07 at 36.0 ft.

31.0

31.5

35.2

36.0

FIELD "N" VALUE

FIELD

BLOW

COUNT

(Recovery)

LATITUDE (DEGREES): N 63° 43' 29.35" (63.72482°)

LONGITUDE (DEGREES): W -148° 56' 17.52" (-148.9382°)

D E

P T

H ft

Sheet 2 of 2

BORING LOG (US Customary Units)

S A

M P

LE

DRILLING METHODS:

DATE FINISHED:

TOTAL DEPTH: 36'

AFTER DRILLING

Hollow Stem Auger

2" OD Split Spoon (SPT)

AT COMPLETION

G R

A P

H

IC

L O

G

DESCRIPTION

Hollow Stem Auger

130+70, 50' RT

25.0

27.5

30.0

32.5

35.0

37.5

40.0

42.5

45.0

47.5

50.0

NOTES:

BORING B14-07

COMPANY:

F ile

: I :\T

E C

H

S E

R V

IC

E

S \G

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T E

C H

\0 4_

B O

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G L

O G

S \A

K \D

E N

A

LI

P A

R K

R O

A D

.G

I:

\T E

C H

_S E

R V

IC

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S \G

E O

T E

C H

\0 4_

B O

R

IN

G L

O G

S \0

1_ G

IN

T

_L

IB

R A

R

IE

S A

N D

O T

H E

R F

IL

E

S \L

IB

R

A R

Y \F

H W

A

LI

B R

A R

Y nt ed

: 6 /1

6/

Alaska DOT LOGGER: Kevin Maxwell

DATE STARTED:FEDERAL HIGHWAY ADMINISTRATION

VANCOUVER, WASHINGTON

GEOTECHNICAL SECTION

Pete Lanigan

WEATHER:

PROJECT: Denali Park Road, AK PRA DENA 10(35)

Automatic

WATER LEVELS

HAMMER:

WHILE DRILLING

DRILLER:

DRILL: CME-45 Heli Drill

D E

P T

H ft

8/13/2014

S A

M P

LE

R

8/13/2014

0.25 ft ASPHALT.

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

A-1-a

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

A-1-a

Bottom of Boring SG14-01 at 3.0 ft.

0.3

0.9

3.0

FIELD

BLOW

COUNT

(Recovery)

LATITUDE (DEGREES): N 63° 43' 45.34" (63.72926°)

LONGITUDE (DEGREES): W -148° 53' 17.59" (-148.88822°)

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: 3'

LIQUID LIMIT

AFTER DRILLING

Solid Stem Auger

Grab Sample

AT COMPLETION

G R

A P

H

IC

L O

G

DESCRIPTION

Hollow Stem Auger

4+25, 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 0.1NOTES:

BORING SG14-01

COMPANY:

F ile

: I :\T

E C

H

S E

R V

IC

E

S \G

E O

T E

C H

\0 4_

B O

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IN

G L

O G

S \A

K \D

E N

A

LI

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

\0 4_

B O

R

IN

G L

O G

S \0

1_ G

IN

T

_L

IB

R A

R

IE

S A

N D

O T

H E

R F

IL

E

S \L

IB

R

A R

Y \F

H W

A

LI

B R

A R

Y nt ed

: 6 /1

6/

Alaska DOT LOGGER: Kevin Maxwell

DATE STARTED:

0.0

FEDERAL HIGHWAY ADMINISTRATION

VANCOUVER, WASHINGTON

GEOTECHNICAL SECTION

Shad Parker

WEATHER:

PROJECT: Denali Park Road, AK PRA DENA 10(35)

WATER CONTENT (%)

WATER LEVELS

HAMMER:

WHILE DRILLING

DRILLER:

DRILL: CME-55

D E

P T

H ft

5/4/2014

S A

M P

LE

R

5/4/2014

STATION, OFFSET:

PLASTIC LIMIT

ASPHALT 0.25 feet

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

A-1-a

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

A-1-a

Non-woven GEOTEXTILE fabric at 4.5 feet.

Silty GRAVEL with sand and cobbles, brownish gray, dry to moist.

Silty clayey SAND (SC-SM), medium dense, brownish gray, moist.

A-4

Bottom of Boring SG14-02 at 9.5 ft.

0.3

2.0

4.5

7.5

9.5

FIELD

BLOW

COUNT

(Recovery)

LATITUDE (DEGREES): N 63° 43' 56.78" (63.73244°)

LONGITUDE (DEGREES): W -148° 53' 33.65" (-148.89268°)

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

Solid Stem Auger

Grab Sample

AT COMPLETION

G R

A P

H

IC

L O

G

DESCRIPTION

Hollow Stem Auger

18+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 0.3NOTES:

BORING SG14-02

COMPANY:

F ile

: I :\T

E C

H

S E

R V

IC

E

S \G

E O

T E

C H

\0 4_

B O

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G L

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S \A

K \D

E N

A

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P A

R K

R O

A D

.G

I:

\T E

C H

_S E

R V

IC

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S \G

E O

T E

C H

\0 4_

B O

R

IN

G L

O G

S \0

1_ G

IN

T

_L

IB

R A

R

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S A

N D

O T

H E

R F

IL

E

S \L

IB

R

A R

Y \F

H W

A

LI

B R

A R

Y nt ed

: 6 /1

6/

Alaska DOT LOGGER: Kevin Maxwell

DATE STARTED:

0.0

FEDERAL HIGHWAY ADMINISTRATION

VANCOUVER, WASHINGTON

GEOTECHNICAL SECTION

Shad Parker

WEATHER:

PROJECT: Denali Park Road, AK PRA DENA 10(35)

WATER CONTENT (%)

WATER LEVELS

HAMMER:

WHILE DRILLING

DRILLER:

DRILL: CME-55

D E

P T

H ft

5/4/2014

S A

M P

LE

R

5/4/2014

STATION, OFFSET:

0.3 ft ASPHALT.

Poorly graded GRAVEL (GP), grayish brown, dry to moist.

Fill.

A-1-a

Nonwoven GEOTEXTILE at 3.5 feet.

Silty SAND (SM), grayish brown to gray, moist to wet, frozen.

A-4

Bottom of Boring SG14-03 at 4.5 ft.

0.3

3.5 3.5

4.5

FIELD

BLOW

COUNT

(Recovery)

LATITUDE (DEGREES): N 63° 44' 11.87" (63.73663°)

LONGITUDE (DEGREES): W -148° 54' 0.22" (-148.90006°)

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

38+10, 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 0.7NOTES:

BORING SG14-03

COMPANY:

F ile

: I :\T

E C

H

S E

R V

IC

E

S \G

E O

T E

C H

\0 4_

B O

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G L

O G

S \A

K \D

E N

A

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P A

R K

R O

A D

.G

I:

\T E

C H

_S E

R V

IC

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S \G

E O

T E

C H

\0 4_

B O

R

IN

G L

O G

S \0

1_ G

IN

T

_L

IB

R A

R

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S A

N D

O T

H E

R F

IL

E

S \L

IB

R

A R

Y \F

H W

A

LI

B R

A R

Y nt ed

: 6 /1

6/

Alaska DOT LOGGER: Kevin Maxwell

DATE STARTED:

0.0

FEDERAL HIGHWAY ADMINISTRATION

VANCOUVER, WASHINGTON

GEOTECHNICAL SECTION

Shad Parker

WEATHER:

PROJECT: Denali Park Road, AK PRA DENA 10(35)

WATER CONTENT (%)

WATER LEVELS

HAMMER:

WHILE DRILLING

DRILLER:

DRILL: CME-55

D E

P T

H ft

5/8/2014

S A

M P

LE

R

5/8/2014

Poorly graded gravely SAND, black, dry to moist, oil treated,. Fill.

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

A-1-a

SILT with very fine sand, light brown, moist to wet.

SILT with sand and gravel, brownish tan, moist to wet.

Bottom of Boring SG14-04 at 4.5 ft.

0.3

1.5

2.5

3.5

4.5

FIELD

BLOW

COUNT

(Recovery)

LATITUDE (DEGREES): N 63° 44' 4.38" (63.73455°)

LONGITUDE (DEGREES): W -148° 54' 56.77" (-148.91577°)

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

71+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 1.4NOTES:

BORING SG14-04

COMPANY:

F ile

: I :\T

E C

H

S E

R V

IC

E

S \G

E O

T E

C H

\0 4_

B O

R

IN

G L

O G

S \A

K \D

E N

A

LI

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

\0 4_

B O

R

IN

G L

O G

S \0

1_ G

IN

T

_L

IB

R A

R

IE

S A

N D

O T

H E

R F

IL

E

S \L

IB

R

A R

Y \F

H W

A

LI

B R

A R

Y nt ed

: 6 /1

6/

Alaska DOT LOGGER: Kevin Maxwell

DATE STARTED:

0.0

FEDERAL HIGHWAY ADMINISTRATION

VANCOUVER, WASHINGTON

GEOTECHNICAL SECTION

Shad Parker

WEATHER:

PROJECT: Denali Park Road, AK PRA DENA 10(35)

WATER CONTENT (%)

WATER LEVELS

HAMMER:

WHILE DRILLING

DRILLER:

DRILL: CME-55

D E

P T

H ft

5/8/2014

S A

M P

LE

R

5/8/2014

0.2 ft ASPHALT.

Poorly graded GRAVEL with silt and sand (GP-GM), grayish brown, dry to moist. FIll.

A-1-a

Silty SAND with gravel, brownish gray, moist to wet.

Bottom of Boring SG14-05 at 5.0 ft.

0.2

4.5

5.0

FIELD

BLOW

COUNT

(Recovery)

LATITUDE (DEGREES): N 63° 43' 36.62" (63.72684°)

LONGITUDE (DEGREES): W -148° 55' 24.02" (-148.92334°)

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

105+10, 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 2.0NOTES:

BORING SG14-05

COMPANY:

F ile

: I :\T

E C

H

S E

R V

IC

E

S \G

E O

T E

C H

\0 4_

B O

R

IN

G L

O G

S \A

K \D

E N

A

LI

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

\0 4_

B O

R

IN

G L

O G

S \0

1_ G

IN

T

_L

IB

R A

R

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S A

N D

O T

H E

R F

IL

E

S \L

IB

R

A R

Y \F

H W

A

LI

B R

A R

Y nt ed

: 6 /1

6/

Alaska DOT LOGGER: Kevin Maxwell

DATE STARTED:

0.0

FEDERAL HIGHWAY ADMINISTRATION

VANCOUVER, WASHINGTON

GEOTECHNICAL SECTION

Shad Parker

WEATHER:

PROJECT: Denali Park Road, AK PRA DENA 10(35)

WATER CONTENT (%)

WATER LEVELS

HAMMER:

WHILE DRILLING

DRILLER:

DRILL: CME-55

D E

P T

H ft

5/8/2014

S A

M P

LE

R

5/8/2014

10-10-7-11

6-18-19-50R

0.3 ft ASPHALT.

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

A-1-a

Woven GEOTEXTILE at 5 feet.

Well-graded GRAVEL…