GM_14_15_Preliminary_Geotech_Recommendations.pdf

Memorandum

Western Federal Lands Highway Division 610 E. Fifth Street

Vancouver, WA 98661-3801

TO: Greg Gifford, Project Manager Geotechnical Memorandum 14-15

FROM: Nathan Jenks, Geotechnical Engineer

DATE: March 26, 2015 In Reply Refer to: HFL-17, GM 14-15

SUBJECT: Warren Wagon Road, ID PFH 21(7) Preliminary Geotechnical Recommendations

Introduction The purpose of this memo is to provide preliminary geotechnical recommendations for the Warren Wagon Road Project near McCall, Idaho. The proposed project is located in Valley County, Idaho, starting 2.2 miles north of the junction of Warren Wagon Road and State Highway 55. A project location map is shown in Figure 1. Warren Wagon Road provides access to the Payette National Forest, recreational areas, and a number of residences. Photos of the existing roadway are shown in Figure 2.

The proposed project includes reconstruction and widening of Warren Wagon Road for approximately 5.4 miles between miles posts 2.2 and 7.6 and an overlay for approximately 2 miles between mile posts 7.6 and 9.6. Within the reconstruction section the proposed roadway is expected to closely follow the existing alignment with only minor changes to the horizontal and vertical profile. The existing roadway width varies from about 22 to 24 feet. Final roadway width for the reconstructed section is proposed at 28 to 30 feet, but has yet to be determined.

Exploration and Testing A reconnaissance site visit, subgrade drilling, and two preliminary borings at a landslide impacting the roadway have been completed. Selected material tests were completed on collected samples from one of the borings at the landslide location. Material tests have not yet been completed from the subgrade investigation borings.

Additional geotechnical site investigation, including subsurface drilling for possible geotechnical design elements including, but not limited to, cut slopes, embankments, slope instability areas, and possible retaining walls are expected to be completed during the summer or fall of 2015 following the development of the 30% plan design. Analysis of project cut slopes, including rock mass structural mapping, may also be required depending on the final alignment and design requirements.

Site Reconnaissance A site reconnaissance was completed 5/6/ 2014. Initially the roadway was reviewed with members of the CFT along with County and Forest Service personnel. The alignment was then reviewed with

WFL Materials Engineers Ryan Hixson and Megan Marshall. General site and roadway conditions were observed and locations for subgrade investigation borings were selected. Additionally, preliminary measurements and initial subsurface investigation locations were identified for the North Beach Landslide near Mile Post (MP) 6.3.

Subgrade Investigation Subgrade investigation drilling was completed on 9/30/2014 and 10/1/2014. A total of 14 subgrade borings were drilled which were spaced at roughly ½ mile intervals along the proposed project and at locations of pavement distress as identified during the site reconnaissance. Boring logs from the investigation are attached to this memorandum

The borings were completed by HazTech Drilling of Meridian, Idaho and were logged in the field by Kevin Funke of All West Testing and Engineering of Hayden, Idaho. Subgrade borings were completed to a depth of 5 feet or refusal using a 14 inch diameter auger. Bulk samples were collected and returned to WFL for material testing. Material testing for the collected subgrade samples has yet to be completed.

North Beach Landslide Preliminary Borings Two deeper borings were drilled within the North Beach Landslide on 10/2/2014 and 10/3/2014.

Boring number WW14-01 was drilled near the existing roadway centerline to a depth of 60 feet below ground surface (BGS) and boring WW14-02 was within the gravel shoulder to a depth of 100 feet BGS. In each boring a slope inclinometer casing was installed following completion of drilling.

Borings logs from these two investigation locations are attached to this memorandum.

The borings were completed by HazTech Drilling and were logged in the field by Kevin Funke of All West Testing and Engineering. Borings were completed using an 8 inch hollow stem auger to refusal and continued using HQ3 coring. SPT samples were collected in unconsolidated materials. Material testing was completed for select SPT samples where enough sample material was available for testing. The material testing results are attached to this memo with the boring logs.

The slope inclinometer in each boring was initialized (first reading collected) on 10/21/14.

Additional readings are expected to be collected during the spring, summer, and fall of 2015.

Site Conditions

General Site Conditions Warren Wagon Road follows the west side of Payette Lake from the start of the project (MP 2.2) to about MP 6.5 and then follows the North Fork Payette River to the end of the project at MP 9.6. The roadway is near the surrounding grade, or has only minor cuts and fills, from the start of the project to about MP 3.8. From MP 3.8 to the end of the project the road is primarily in a cut and fill section with a cut on the left side of the roadway and fill on the right. The roadway is immediately adjacent to the lake for about 2.7 miles between about MP 3.8 and MP 6.5.

Elevation at the project site is relatively constant, staying within an elevation of about 5020 to 5040 feet over the entire project. The alignment has relatively gradual, minor curves both horizontally and vertically along the proposed length.

Geologic Setting The project area is on the western edge of the Idaho Batholith. The geologic map of Valley County, Idaho indicates the rock type in the project area is quartz diorite. For the purposes of this memo, and as listed in the boring logs, the rock in the project corridor is referred to generically as granitic rock.

Granitic rock is common in the cut slopes beginning near MP 3.7 and continues for the remainder of the project. The roadway, Payette Lake, and the town of McCall are within the structurally controlled, down-dropped basin referred to as Long Valley. The area was further shaped through glaciation which also resulted in the creation of Payette Lake. Bedrock in the area is overlain by glacial deposits. Unconsolidated materials exposed in the cut slopes, appears to consist dominantly of silty sand or silty gravel with cobbles and boulders.

Cut Slopes Existing cut slopes along the alignment are most prevalent along the section of roadway immediately adjacent to the lake. These slopes have been excavated into both soil and rock materials with varying heights up to approximately 60 feet. Existing slopes appear to be globally stable; however erosion, raveling, and rockfall are common at a number of locations.

Road Condition Overall the existing asphalt pavement is in moderate condition. There is transverse thermal cracking of low to moderate severity throughout. Isolated areas of shallow pot-holes and delamination are present that appear to be related to water on the roadway. Low to moderate severity, longitudinal frost heave and frost-thaw weakening cracking is evident at various locations along the alignment and the County maintenance personnel reported one high severity frost heave location near MP 3.5.

Other than a few isolated locations, alligator cracking was not prevalent along the alignment.

According to County maintenance personnel subgrade materials are good and consist primarily of sand and gravel.

A spring/seep is present near the roadway grade near MP 4.3 which is causing roadway deterioration and distress. During the May 6th site visit water was seeping up through the asphalt pavement near the inside shoulder.

Two possible areas of shoulder settlement or fill slope creep were identified during the reconnaissance. In these areas only the outside lane is affected, and is showing signs of slight settlement and possible tension cracking. A larger landslide, affecting both lanes of the roadway is discussed in more detail below.

Preliminary Subgrade Information Based on the results of the subgrade investigation, the asphalt pavement thickness along the existing alignment is generally 4 to 6 inches, with a few investigated areas up to 8 inches in thickness. The base material consists of 2 to 6 inches of silty sand with gravel or silty gravel with sand. Subgrade materials consist dominantly of silty sand with gravel. Boulders or large cobbles were encountered in at least 8 of the 14 subgrade borings often resulting in auger refusal and termination of the boring prior to the 5 foot target depth. Material testing has yet to be completed for the collected base and subgrade samples.

North Beach Landslide The North Beach Landslide is located near MP 6.3 along the existing roadway. Width of the slide at along the roadway is approximately 340 feet as measured along the outside (lake side) edge of pavement. The apparent head scarp of the landslide is located within the roadway and is impacting both lanes. Slope movement is east toward and into the lake. The top to bottom length of the slide is unknown as the toe of the slide appears to be beneath the lake surface. The water elevation in the lake fluctuates but is approximately 10 to 15 feet below the roadway elevation.

The landslide was discussed with County maintenance personnel and the following information was gathered:

• The lake is deep at this location and was estimated at 300 feet deep or more

• Water level in the lake fluctuates by 6-8 feet over the year but does not draw-down rapidly

• The County first noticed cracking in the pavement about 10 years ago

• Patched about 6 years ago, not sure if it has been patched before or since

• Estimated 2 to 4 inches of settlement in the pavement in the last 6 years

Two subsurface borings were completed at the slide during the October 2015 drilling investigation as discussed above. The boring near centerline of the existing roadway revealed 25 inches of asphalt pavement indicating possible down-dropped movement on the range of 18 inches. Materials beneath the asphalt included about 5 feet of dense silty sand with gravel and cobbles overlying 11 feet of loose gravel with clay and sand along with cobbles and boulders. Granitic bedrock was encountered at a depth of 18.5 feet below the roadway. The boring on the outside gravel shoulder encountered primarily medium dense silty sand with gravel and cobbles to a depth of 21 feet, overlying medium dense gravel with sand, cobbles, and boulders for an additional 14 feet. Granitic bedrock was encountered at 35 feet BGS.

Preliminary Recommendations The following sections contain preliminary recommendations to help guide the initial design process and develop the scope. It should be noted that these recommendations are preliminary and based on limited field investigation. Additional field investigation, including additional subsurface borings, will be required to refine these recommendations and to provide additional recommendations for geotechnical design elements as the project develops.

Cut Slopes From the start of the project to approximately MP 3.7, cut slopes are recommended to be cut at 1V:1.75H or less steep. From MP 3.7 to MP 6.6, cut slopes in soils are recommended to be cut at 1V:1.5H or less steep and cut slopes in rock should be cut at 2V:1H or less steep. From MP 6.6 to the end of the project, cut slopes are recommended to be cut at 1V:1.75H or less steep. Wherever cut slopes in soil material can daylight at the top of the cut without excessive cut heights, a 1V:2H slope should be considered, as this will provide for better revegetation and less erosion and raveling over time.

Fill Slopes New embankment fill slopes on the project should be constructed at a slope angle of 1V:2H where room permits. A 1V:1.75 slope is acceptable in space limited areas. A slope angle of 1V:1.5H may be acceptable based on material, location, and height as reviewed and approved by Geotech group.

Slopes steeper than 1V:1.5H will require special geotechnical design considerations.

General Earthwork Excavated material from along the alignment is expected to be suitable for use as embankment fill.

Excavated soil material is expected to have a swell percentage of approximately +8% between in-situ conditions and loose conditions. Excavated material is expected to have a shrink percentage of approximately -10% between in-situ conditions and placed, compacted conditions. Shrink/swell factors should be considered as rough estimates and commonly vary by +/- 5% or more.

Any rock material excavated from the project is expected to be suitable for shot-rock fill and would also likely be suitable for aggregate but will require processing to meet size and gradation requirements. Blasting is expected to be required for rock excavation along the project. Excavated rock is expected to have a swell percentage of approximately +60% between in-situ conditions and loose conditions. Excavated rock material is expected to have a “shrink” percentage of approximately +40% between in-situ conditions and placed, compacted conditions. As mentioned above, shrink/swell factors should be considered as rough estimates and commonly vary by +/- 5% or more.

Subexcavation and Underdrains Subexcavation is recommended at a number of locations to replace frost-susceptible subgrade material with non-frost-susceptible, Select Borrow backfill and in some location to improve subsurface drainage. The recommended subexcavation depth is 30 inches below subgrade which is approximately ½ the expected frost depth. A Class 2, Type C, woven geotextile is recommended to be placed on the base and sides of the subexcavation between the in-situ material and the Select Borrow backfill.

The following table provides the preliminary locations and lengths of the identified subexcavation locations. The locations and lengths are only approximate and will need to be refined as the design develops.

Table 1: Preliminary subexcavation locations Approximate MP Location

Approximate Length Width Side

2.25 200 Full -

2.6 75 Full -

2.85 75 1/2 RT

3.5 200 Full -

3.7 50 1/2 LT

3.8 200 1/2 LT

4.9 125 1/2 RT

5.5 200 Full -

6.0 200 Full -

6.6 or 6.7 500 Full -

An underdrain is recommended for the spring area near MP 4.3. A standard, 3 foot deep underdrain beneath the ditch on the left side of the roadway, with a 6 inch collector pile and 6 inch outlet pipe draining beneath the roadway is recommended. The estimated length of underdrain is 200 linear feet but this will need to be adjusted based on further field work.

Deep Patch Two possible deep patch locations were identified. The first is near MP 5.7 on the right half of the roadway for a length of approximately150 feet. The second location is near MP 6.9 on the right half of the roadway for a length of approximately 100 feet. Additional locations may result from further field work. The preliminary deep patch recommendation for these locations is a ½ width, 4 foot deep excavation below subgrade. Five layers of bi-axial geogrid spaced at 12 inches should be use for reinforcement within the deep patch. Select Borrow may be used for the backfill. Other material types are also possible for backfill within deep patch areas and will be evaluated as the design develops.

Rockfall Mitigation New cuts in rock slopes along the alignment should include a rockfall catchment ditch. Ditch widths should be based on the FHWA/ODOT Rockfall Catchment Area Design (RCAD) guide for the specific height and slope angle of the cut. When referencing the RCAD, it is recommended that a 90% rockfall retained value is used. The RCAD guide provides ditch widths for cuts 40 feet in vertical height and greater. For cuts less than 20 feet in vertical height no special rockfall ditch in required. For cuts between 20 and 35 feet a minimum ditch width of 9 feet from the toe of slope to edge of pavement is recommended. For cuts greater than 35 feet, ditch widths should follow the RCAD guide is recommendations.

Additional rockfall mitigation elements may be needed at select locations along the alignment depending on the final design. This would likely include slope scaling and rock reinforcement consisting of rock bolts and/or rock dowels. Other rockfall mitigation alternatives such as roadside barriers and fences or draped wire mesh may be considered on a site specific basis. Specific rockfall mitigation recommendations will be provided as the design develops.

North Beach Landslide For the preliminary design through this section, it is recommended that proposed roadway grade be lowered slightly or at least designed no higher than the existing grade. Raising grade at this location would increase the driving force and likely increase the slide movement. As more information is collected from the on-site instrumentation, additional mitigation alternatives will be considered.

Feasible mitigation methods may include a full width deep patch with drainage and/or possibly lightweight fill. These methods however may only slow the movement and/or decrease the maintenance.

It is likely that the slope is failing on the bedrock contact which is approximately 19 feet below the roadway at centerline and 30-35 feet below the roadway at the outside edge of pavement. Due to the depth to bedrock, mitigating the slide by using a retaining structure would be difficult as any wall would need to be founded in bedrock at least 35 feet below ground surface. This is further complicated by the presence of the lake, and corresponding groundwater level, about 10-15 feet below the roadway grade. High cost alternatives such as moving into the hillside with large cut side walls or anchored shear piles drilled into bedrock may be feasible but would likely not be cost effective considering the rate of movement and the cost of the periodic maintenance.

Concluding Remarks This memo was prepared to provide preliminary geotechnical information and recommendations for the Warren Wagon Road project in Valley County, Idaho. Recommendations presented herein are applicable only to this project and should not be used for other purposes. It should be understood that limited site and subsurface investigations have been completed and that potentially unfavorable geotechnical conditions may exist which could impact the project. Additional geotechnical investigation, analysis, and recommendations are expected to be completed as the project develops.

Final geotechnical recommendations will be provided in a final geotechnical report at a later date.

Figures and Attachments Figure 1 - Location Map Figure 2 – Site Photos

Attachment –Boring Logs and Material Testing Results

Copies: David Weller, Roadway Designer Megan Marshall, Materials Engineer Malcolm Ulrich, Geotechnical Team Lead Geotechnical File

Figure 1 – Project Location Map

Warren Wagon Road near start of proposed project

Typical frost heave/frost-thaw weakening pavement distress

Spring/seep area with water seeping up through pavement near MP 4.3

Possible fill slope settlement or slope creep area

Rock cutslope with rockfall

North Beach landslide area and slide caused tension cracks in roadway

SG-1

SG-2

SG-3

4" Asphalt

Silty GRAVEL with sand (base rock), dark gray, moist, subangular.

Base rock sample obtained.

Clayey SAND with gravel, fine to coarse grained, light brown, moist, subangular, roots and organics present throughout.

Moisture sample obtained 9" to 15" Granite cobbles up to 4-inches

Silty SAND with GRAVEL, fine to coarse grained, light brown, moist, subangular

Moisture sample obtained at 2'.

Poorly-graded SAND with silt and gravel, fine to coarse grained, light brown, moist, subangular.

Moisture sample obtained at 5'.

Bottom of Boring SG14-01 at 5'. No groundwater encountered at time of drilling.

0.3

0.8

1.0

1.5

4.3

5.0

S A

M P

LE

R

9/30/2014

20 40

RQD (%)

WATER LEVELS

HAMMER:

WHILE DRILLING

DRILLER:

Subgrade Investigation BoringNOTES:

TOTAL DEPTH: 5'

D E

P T

H ft

RECOVERY (%)

PLASTIC LIMIT

Solid Stem Auger

STATION, OFFSET:

LATITUDE (DEGREES): N 44°56'28.14" (44.94115°)

LONGITUDE (DEGREES): W 116°6'44.208" (116.11228°)

BORING LOG (US Customary Units)

AFTER DRILLING

F ile

: Z :\P

R O

JE

C

T F

IL

E

S \2

P R

O

JE

C T

F

IL

E S

\H A

Y D

E N

P R

O

JE

C T

S \1

-3

G

W A

R R

E N

W A

G O

N R

O A

D \G

IN

T

\1

-3

G W

A R

R E

N W

A G

O N

R O

A D

.G P

J

Li b:

Z :\P

R O

JE

C

T F

IL

E

S \2

P R

O

JE

C T

F

IL

E S

\H A

Y D

E N

P R

O

JE

C T

S \1

-3

G

W A

R R

E N

W A

G O

N R

O A

D \G

IN

T

\F H

W A

L

IB

R A

R Y

.G

LB

ri nt ed : 1

1/ 4/

AT COMPLETION

G R

A P

H

IC

L O

G

DESCRIPTION

Haztech LOGGER: Kevin Funke

DATE STARTED:

0.0

0 100

BORING SG14-01

Sheet 1 of 1

COMPANY:

S A

M P

LE

DRILLING METHODS:

WATER CONTENT (%)

LIQUID LIMITFIELD

BLOW

COUNT

(Recovery)

DATE FINISHED:

0.0

0.6

1.2

1.8

2.4

3.0

3.6

4.2

4.8

5.4

6.0

FEDERAL HIGHWAY ADMINISTRATION

VANCOUVER, WASHINGTON

GEOTECHNICAL SECTION

Jason Adams

WEATHER:

DRILL: CME 75

D

E P

T H ft

9/30/2014

PROJECT: Warren Wagon Road

N/A 14" Auger

FIELD "N" VALUE

MP 2.2 6.5' R

5" Asphalt

Silty GRAVEL with sand (base rock), dark brown, moist, subangular.

Base rock sample obtained.

Silty SAND with gravel and occasional cobble, fine to coarse grained, brown, moist, subangular, some organics present.

Moisture sample obtained from 7" to 12".

Sandy SILT with gravel, light brown, moist, subrounded.

Refusal on boulders at 3'

Moisture sample obtained at 2'.

Bottom of boring SG14-02 at 3' refusal on boulders. No groundwater encountered at time of drilling.

0.4

0.6

1.6

3.0

S A

M P

LE

R

9/30/2014

20 40

RQD (%)

WATER LEVELS

HAMMER:

WHILE DRILLING

DRILLER:

Subgrade Investigation BoringNOTES:

TOTAL DEPTH: 3'

D E

P T

H ft

RECOVERY (%)

PLASTIC LIMIT

Solid Stem Auger

STATION, OFFSET:

LATITUDE (DEGREES): N 44°56'44.088" (44.94558°)

LONGITUDE (DEGREES): W 116°6'29.088" (116.10808°)

BORING LOG (US Customary Units)

AFTER DRILLING

F ile

: Z :\P

R O

JE

C

T F

IL

E

S \2

P R

O

JE

C T

F

IL

E S

\H A

Y D

E N

P R

O

JE

C T

S \1

-3

G

W A

R R

E N

W A

G O

N R

O A

D \G

IN

T

\1

-3

G W

A R

R E

N W

A G

O N

R O

A D

.G

Z :\P

R O

JE

C

T F

IL

E

S \2

P R

O

JE

C T

F

IL

E S

\H A

Y D

E N

P R

O

JE

C T

S \1

-3

G

W A

R R

E N

W A

G O

N R

O A

D \G

IN

T

\F H

W A

L

IB

R A

R Y nt ed : 1

1/ 4/

AT COMPLETION

G R

A P

H

IC

L O

G

DESCRIPTION

Haztech LOGGER: Kevin Funke

DATE STARTED:

0.0

0 100

BORING SG14-02

Sheet 1 of 1

COMPANY:

S A

M P

LE

DRILLING METHODS:

WATER CONTENT (%)

LIQUID LIMITFIELD

BLOW

COUNT

(Recovery)

DATE FINISHED:

0.0

0.6

1.2

1.8

2.4

3.0

3.6

4.2

4.8

5.4

6.0

FEDERAL HIGHWAY ADMINISTRATION

VANCOUVER, WASHINGTON

GEOTECHNICAL SECTION

Jason Adams

WEATHER:

DRILL: CME 75

D

E P

T H ft

9/30/2014

PROJECT: Warren Wagon Road

N/A 14" Auger

FIELD "N" VALUE

MP 2.6 5' L

4" Asphalt

Silty GRAVEL with sand (base rock), brown, moist, subangular.

Base rock sample obtained.

Silty SAND with gravel and occasional cobble, fine to coarse grained, light brown, moist, subangular.

Moisture sample obtained from 8" to 14".

Moisture sample obtained at 2'.

Silty SAND with gravel, fine to medium grained, light brown, moist, subangular.

Moisture sample obtained at 5'.

Bottom of boring SG14-03 at 5'. No groundwater encountered.

0.3

0.7

2.3

5.0

S A

M P

LE

R

9/30/2014

20 40

RQD (%)

WATER LEVELS

HAMMER:

WHILE DRILLING

DRILLER:

Subgrade Investigation BoringNOTES:

TOTAL DEPTH: 5'

D E

P T

H ft

RECOVERY (%)

PLASTIC LIMIT

Solid Stem Auger

STATION, OFFSET:

LATITUDE (DEGREES): N 44°57'0.9" (44.95025°)

LONGITUDE (DEGREES): W 116°6'12.672" (116.10352°)

BORING LOG (US Customary Units)

AFTER DRILLING

F ile

: Z :\P

R O

JE

C

T F

IL

E

S \2

P R

O

JE

C T

F

IL

E S

\H A

Y D

E N

P R

O

JE

C T

S \1

-3

G

W A

R R

E N

W A

G O

N R

O A

D \G

IN

T

\1

-3

G W

A R

R E

N W

A G

O N

R O

A D

.G

Z :\P

R O

JE

C

T F

IL

E

S \2

P R

O

JE

C T

F

IL

E S

\H A

Y D

E N

P R

O

JE

C T

S \1

-3

G

W A

R R

E N

W A

G O

N R

O A

D \G

IN

T

\F H

W A

L

IB

R A

R Y nt ed : 1

1/ 4/

AT COMPLETION

G R

A P

H

IC

L O

G

DESCRIPTION

Haztech LOGGER: Kevin Funke

DATE STARTED:

0.0

0 100

BORING SG14-03

Sheet 1 of 1

COMPANY:

S A

M P

LE

DRILLING METHODS:

WATER CONTENT (%)

LIQUID LIMITFIELD

BLOW

COUNT

(Recovery)

DATE FINISHED:

0.0

0.6

1.2

1.8

2.4

3.0

3.6

4.2

4.8

5.4

6.0

FEDERAL HIGHWAY ADMINISTRATION

VANCOUVER, WASHINGTON

GEOTECHNICAL SECTION

Jason Adams

WEATHER:

DRILL: CME 75

D

E P

T H ft

9/30/2014

PROJECT: Warren Wagon Road

N/A 14" Auger

FIELD "N" VALUE

MP 3.0 6.5' R

8" Asphalt

Silty GRAVEL with sand (base rock), dark brown to gray, moist.

Base rock sample obtained.

Silty SAND with gravel, fine to coarse grained, light brown, moist, subangular.

Insufficient material volume for 100 lb sample. Moisture sample obtained from 12" to 18".

Silty SAND with gravel and occasional cobble, fine to medium grained, light brown, moist, subangular.

Moisture sample obtained at 2'.

Bottom of boring SG14-04 at 2.5', refusal on boulders. No groundwater encountered at time of drilling.

0.7

1.0

1.6

2.5

S A

M P

LE

R

9/30/2014

20 40

RQD (%)

WATER LEVELS

HAMMER:

WHILE DRILLING

DRILLER:

Subgrade Investigation BoringNOTES:

TOTAL DEPTH: 2.5'

D E

P T

H ft

RECOVERY (%)

PLASTIC LIMIT

Solid Stem Auger

STATION, OFFSET:

LATITUDE (DEGREES): N 44°57'24.588" (44.95683°)

LONGITUDE (DEGREES): W 116°5'52.332" (116.09787°)

BORING LOG (US Customary Units)

AFTER DRILLING

F ile

: Z :\P

R O

JE

C

T F

IL

E

S \2

P R

O

JE

C T

F

IL

E S

\H A

Y D

E N

P R

O

JE

C T

S \1

-3

G

W A

R R

E N

W A

G O

N R

O A

D \G

IN

T

\1

-3

G W

A R

R E

N W

A G

O N

R O

A D

.G

Z :\P

R O

JE

C

T F

IL

E

S \2

P R

O

JE

C T

F

IL

E S

\H A

Y D

E N

P R

O

JE

C T

S \1

-3

G

W A

R R

E N

W A

G O

N R

O A

D \G

IN

T

\F H

W A

L

IB

R A

R Y nt ed : 1

1/ 4/

AT COMPLETION

G R

A P

H

IC

L O

G

DESCRIPTION

Haztech LOGGER: Kevin Funke

DATE STARTED:

0.0

0 100

BORING SG14-04

Sheet 1 of 1

COMPANY:

S A

M P

LE

DRILLING METHODS:

WATER CONTENT (%)

LIQUID LIMITFIELD

BLOW

COUNT

(Recovery)

DATE FINISHED:

0.0

0.6

1.2

1.8

2.4

3.0

3.6

4.2

4.8

5.4

6.0

FEDERAL HIGHWAY ADMINISTRATION

VANCOUVER, WASHINGTON

GEOTECHNICAL SECTION

Jason Adams

WEATHER:

DRILL: CME 75

D

E P

T H ft

9/30/2014

PROJECT: Warren Wagon Road

N/A 14" Auger

FIELD "N" VALUE

MP 3.5 6' L

6" Asphalt

Poorly-graded SAND with silt and gravel, fine to coarse grained, light brown to brown, moist, cobbles present, subrounded.

Moisture sample obtained from 6" to 12".

Moisture sample obtained at 2'.

Moisture sample obtained at 5' Bottom of boring SG14-05 at 5'. No groundwater encountered at time of drilling.

0.5

5.0

S A

M P

LE

R

9/30/2014

20 40

RQD (%)

WATER LEVELS

HAMMER:

WHILE DRILLING

DRILLER:

Subgrade Investigation BoringNOTES:

TOTAL DEPTH: 5'

D E

P T

H ft

RECOVERY (%)

PLASTIC LIMIT

Solid Stem Auger

STATION, OFFSET:

LATITUDE (DEGREES): N 44°57'41.76" (44.9616°)

LONGITUDE (DEGREES): W 116°5'33.18" (116.09255°)

BORING LOG (US Customary Units)

AFTER DRILLING

F ile

: Z :\P

R O

JE

C

T F

IL

E

S \2

P R

O

JE

C T

F

IL

E S

\H A

Y D

E N

P R

O

JE

C T

S \1

-3

G

W A

R R

E N

W A

G O

N R

O A

D \G

IN

T

\1

-3

G W

A R

R E

N W

A G

O N

R O

A D

.G

Z :\P

R O

JE

C

T F

IL

E

S \2

P R

O

JE

C T

F

IL

E S

\H A

Y D

E N

P R

O

JE

C T

S \1

-3

G

W A

R R

E N

W A

G O

N R

O A

D \G

IN

T

\F H

W A

L

IB

R A

R Y nt ed : 1

1/ 4/

AT COMPLETION

G R

A P

H

IC

L O

G

DESCRIPTION

Haztech LOGGER: Kevin Funke

DATE STARTED:

0.0

0 100

BORING SG14-05

Sheet 1 of 1

COMPANY:

S A

M P

LE

DRILLING METHODS:

WATER CONTENT (%)

LIQUID LIMITFIELD

BLOW

COUNT

(Recovery)

DATE FINISHED:

0.0

0.6

1.2

1.8

2.4

3.0

3.6

4.2

4.8

5.4

6.0

FEDERAL HIGHWAY ADMINISTRATION

VANCOUVER, WASHINGTON

GEOTECHNICAL SECTION

Jason Adams

WEATHER:

DRILL: CME 75

D

E P

T H ft

9/30/2014

PROJECT: Warren Wagon Road

N/A 14" Auger

FIELD "N" VALUE

MP 4.0 5.5' R

5" Asphalt

Poorly-graded SAND with silt and gravel (base rock), fine to coarse grained, dark brown, moist, subrounded.

Base rock sample obtained.

Silty SAND with gravel and some cobbles, fine to coarse grained, brown, moist, subrounded.

Moisture sample obtained from 8" to 14".

Moisture sample obtained at 2'.

Moisture sample obtained at 3.3'. Groundwater encountered at 3.3'.

Bottom of boring SG14-06 at 3.3'. Drilling stopped to due to caving and groundwater.

0.4

0.7

3.3

S A

M P

LE

R

10/1/2014

20 40

RQD (%)

WATER LEVELS

HAMMER:

WHILE DRILLING

DRILLER:

Subgrade Investigation BoringNOTES:

TOTAL DEPTH: 3.3'

D E

P T

H ft

RECOVERY (%)

PLASTIC LIMIT

Solid Stem Auger

STATION, OFFSET:

LATITUDE (DEGREES): N 44°57'56.52" (44.9657°)

LONGITUDE (DEGREES): W 116°5'25.152" (116.09032°)

BORING LOG (US Customary Units)

AFTER DRILLING

F ile

: Z :\P

R O

JE

C

T F

IL

E

S \2

P R

O

JE

C T

F

IL

E S

\H A

Y D

E N

P R

O

JE

C T

S \1

-3

G

W A

R R

E N

W A

G O

N R

O A

D \G

IN

T

\1

-3

G W

A R

R E

N W

A G

O N

R O

A D

.G

Z :\P

R O

JE

C

T F

IL

E

S \2

P R

O

JE

C T

F

IL

E S

\H A

Y D

E N

P R

O

JE

C T

S \1

-3

G

W A

R R

E N

W A

G O

N R

O A

D \G

IN

T

\F H

W A

L

IB

R A

R Y nt ed : 1

1/ 4/

AT COMPLETION

G R

A P

H

IC

L O

G

DESCRIPTION

Haztech

LOGGER:

3.3'

Kevin Funke

DATE STARTED:

0.0

0 100

BORING SG14-06

Sheet 1 of 1

COMPANY:

S A

M P

LE

DRILLING METHODS:

WATER CONTENT (%)

LIQUID LIMITFIELD

BLOW

COUNT

(Recovery)

DATE FINISHED:

0.0

0.6

1.2

1.8

2.4

3.0

3.6

4.2

4.8

5.4

6.0

FEDERAL HIGHWAY ADMINISTRATION

VANCOUVER, WASHINGTON

GEOTECHNICAL SECTION

Jason Adams

WEATHER:

DRILL: CME 75

D

E P

T H ft

10/1/2014

PROJECT: Warren Wagon Road

N/A 14" Auger

FIELD "N" VALUE

MP 4.3 4.5' L

5" Asphalt

Silty GRAVEL with sand (base rock), brown, dry, subangular.

Base rock sample obtained.

Poorly-graded SAND with silt and gravel, medium to coarse grained, brown, moist, subrounded.

Moisture sample obtained from 9" to 14".

Insufficient volume for 100 lb sample.

Silty SAND with gravel and cobbles, fine to coarse grained, brown, moist, subrounded.

Moisture sample obtained at 2'.

Bottom of boring SG14-07 at 3.1' refusal on boulders. No groundwater encountered at time of drilling.

0.4

0.8

1.2

3.1

S A

M P

LE

R

10/1/2014

20 40

RQD (%)

WATER LEVELS

HAMMER:

WHILE DRILLING

DRILLER:

Subgrade Investigation BoringNOTES:

TOTAL DEPTH: 3.1'

D E

P T

H ft

RECOVERY (%)

PLASTIC LIMIT

Solid Stem Auger

STATION, OFFSET:

LATITUDE (DEGREES): N 44°58'8.292" (44.96897°)

LONGITUDE (DEGREES): W 116°5'19.572" (116.08877°)

BORING LOG (US Customary Units)

AFTER DRILLING

F ile

: Z :\P

R O

JE

C

T F

IL

E

S \2

P R

O

JE

C T

F

IL

E S

\H A

Y D

E N

P R

O

JE

C T

S \1

-3

G

W A

R R

E N

W A

G O

N R

O A

D \G

IN

T

\1

-3

G W

A R

R E

N W

A G

O N

R O

A D

.G

Z :\P

R O

JE

C

T F

IL

E

S \2

P R

O

JE

C T

F

IL

E S

\H A

Y D

E N

P R

O

JE

C T

S \1

-3

G

W A

R R

E N

W A

G O

N R

O A

D \G

IN

T

\F H

W A

L

IB

R A

R Y nt ed : 1

1/ 4/

AT COMPLETION

G R

A P

H

IC

L O

G

DESCRIPTION

Haztech LOGGER: Kevin Funke

DATE STARTED:

0.0

0 100

BORING SG14-07

Sheet 1 of 1

COMPANY:

S A

M P

LE

DRILLING METHODS:

WATER CONTENT (%)

LIQUID LIMITFIELD

BLOW

COUNT

(Recovery)

DATE FINISHED:

0.0

0.6

1.2

1.8

2.4

3.0

3.6

4.2

4.8

5.4

6.0

FEDERAL HIGHWAY ADMINISTRATION

VANCOUVER, WASHINGTON

GEOTECHNICAL SECTION

Jason Adams

WEATHER:

DRILL: CME 75

D

E P

T H ft

10/1/2014

PROJECT: Warren Wagon Road

N/A 14" Auger

FIELD "N" VALUE

MP 4.5 6.2' R

4" Asphalt

Silty GRAVEL with sand (base rock), brown, moist, subangular.

Base rock sample obtained.

Poorly-graded SAND with silt and gravel and some cobbles, medium to coarse grained, brown, moist, subrounded.

Moisture sample obtained at 8".

Moisture sample obtained at 20".

Bottom of boring SG14-08 at 1.67' refusal on boulders. No groundwater encountered at time of drilling.

0.3

0.7

1.7

S A

M P

LE

R

10/1/2014

20 40

RQD (%)

WATER LEVELS

HAMMER:

WHILE DRILLING

DRILLER:

Subgrade Investigation BoringNOTES:

TOTAL DEPTH: 1.67'

D E

P T

H ft

RECOVERY (%)

PLASTIC LIMIT

Solid Stem Auger

STATION, OFFSET:

LATITUDE (DEGREES): N 44°58'25.608" (44.97378°)

LONGITUDE (DEGREES): W 116°4'56.928" (116.08248°)

BORING LOG (US Customary Units)

AFTER DRILLING

F ile

: Z :\P

R O

JE

C

T F

IL

E

S \2

P R

O

JE

C T

F

IL

E S

\H A

Y D

E N

P R

O

JE

C T

S \1

-3

G

W A

R R

E N

W A

G O

N R

O A

D \G

IN

T

\1

-3

G W

A R

R E

N W

A G

O N

R O

A D

.G

Z :\P

R O

JE

C

T F

IL

E

S \2

P R

O

JE

C T

F

IL

E S

\H A

Y D

E N

P R

O

JE

C T

S \1

-3

G

W A

R R

E N

W A

G O

N R

O A

D \G

IN

T

\F H

W A

L

IB

R A

R Y nt ed : 1

1/ 4/

AT COMPLETION

G R

A P

H

IC

L O

G

DESCRIPTION

Haztech LOGGER: Kevin Funke

DATE STARTED:

0.0

0 100

BORING SG14-08

Sheet 1 of 1

COMPANY:

S A

M P

LE

DRILLING METHODS:

WATER CONTENT (%)

LIQUID LIMITFIELD

BLOW

COUNT

(Recovery)

DATE FINISHED:

0.0

0.6

1.2

1.8

2.4

3.0

3.6

4.2

4.8

5.4

6.0

FEDERAL HIGHWAY ADMINISTRATION

VANCOUVER, WASHINGTON

GEOTECHNICAL SECTION

Jason Adams

WEATHER:

DRILL: CME 75

D

E P

T H ft

10/1/2014

PROJECT: Warren Wagon Road

N/A 14" Auger

FIELD "N" VALUE

MP 5.0 5.4 L

4" Asphalt

Silty GRAVEL with sand (base rock), brown, moist, subangular.

Base rock sample obtained.

Silty SAND with gravel and occasional cobbles, fine to coarse grained, brown, moist, subangular.

Moisture sample obtained from 7" to 13".

Silty SAND with gravel and cobbles, fine to coarse grained, light brown, moist, subangular.

Moisture sample obtained at 2'.

Bottom of boring SG14-09 refusal on boulders at 2.5'. No groundwater encountered at time of drilling.

0.3

0.6

1.9

2.5

S A

M P

LE

R

10/1/2014

20 40

RQD (%)

WATER LEVELS

HAMMER:

WHILE DRILLING

DRILLER:

Subgrade Investigation BoringNOTES:

TOTAL DEPTH: 2.5'

D E

P T

H ft

RECOVERY (%)

PLASTIC LIMIT

Solid Stem Auger

STATION, OFFSET:

LATITUDE (DEGREES): N 44°58'45.3" (44.97925°)

LONGITUDE (DEGREES): W 116°4'33.636" (116.07601°)

BORING LOG (US Customary Units)

AFTER DRILLING

F ile

: Z :\P

R O

JE

C

T F

IL

E

S \2

P R

O

JE

C T

F

IL

E S

\H A

Y D

E N

P R

O

JE

C T

S \1

-3

G

W A

R R

E N

W A

G O

N R

O A

D \G

IN

T

\1

-3

G W

A R

R E

N W

A G

O N

R O

A D

.G

Z :\P

R O

JE

C

T F

IL

E

S \2

P R

O

JE

C T

F

IL

E S

\H A

Y D

E N

P R

O

JE

C T

S \1

-3

G

W A

R R

E N

W A

G O

N R

O A

D \G

IN

T

\F H

W A

L

IB

R A

R Y nt ed : 1

1/ 4/

AT COMPLETION

G R

A P

H

IC

L O

G

DESCRIPTION

Haztech LOGGER: Kevin Funke

DATE STARTED:

0.0

0 100

BORING SG14-09

Sheet 1 of 1

COMPANY:

S A

M P

LE

DRILLING METHODS:

WATER CONTENT (%)

LIQUID LIMITFIELD

BLOW

COUNT

(Recovery)

DATE FINISHED:

0.0

0.6

1.2

1.8

2.4

3.0

3.6

4.2

4.8

5.4

6.0

FEDERAL HIGHWAY ADMINISTRATION

VANCOUVER, WASHINGTON

GEOTECHNICAL SECTION

Jason Adams

WEATHER:

DRILL: CME 75

D

E P

T H ft

10/1/2014

PROJECT: Warren Wagon Road

N/A 14" Auger

FIELD "N" VALUE

MP 5.5 5' L

6" Asphalt

Silty GRAVEL with sand (base rock), brown, moist, subangular.

Base rock sample obtained.

Silty SAND with gravel and occasional cobbles

Silty GRAVEL with sand, fine to coarse grained, light brown, moist, subangular.

Moisture sample obtained at 2'.

Moisture sample obtained at 5'.

Bottom of boring SG14-10 at 5'. No groundwater encountered at time of drilling.

0.5

0.8

1.7

5.0

S A

M P

LE

R

10/1/2014

20 40

RQD (%)

WATER LEVELS

HAMMER:

WHILE DRILLING

DRILLER:

Subgrade Investigation BoringNOTES:

TOTAL DEPTH: 5'

D E

P T

H ft

RECOVERY (%)

PLASTIC LIMIT

Solid Stem Auger

STATION, OFFSET:

LATITUDE (DEGREES): N 44°58'55.812" (44.98217°)

LONGITUDE (DEGREES): W 116°4'28.488" (116.07458°)

BORING LOG (US Customary Units)

AFTER DRILLING

F ile

: Z :\P

R O

JE

C

T F

IL

E

S \2

P R

O

JE

C T

F

IL

E S

\H A

Y D

E N

P R

O

JE

C T

S \1

-3

G

W A

R R

E N

W A

G O

N R

O A

D \G

IN

T

\1

-3

G W

A R

R E

N W

A G

O N

R O

A D

.G

Z :\P

R O

JE

C

T F

IL

E

S \2

P R

O

JE

C T

F

IL

E S

\H A

Y D

E N

P R

O

JE

C T

S \1

-3

G

W A

R R

E N

W A

G O

N R

O A

D \G

IN

T

\F H

W A

L

IB

R A

R Y nt ed : 1

1/ 4/

AT COMPLETION

G R

A P

H

IC

L O

G

DESCRIPTION

Haztech LOGGER: Kevin Funke

DATE STARTED:

0.0

0 100

BORING SG14-10

Sheet 1 of 1

COMPANY:

S A

M P

LE

DRILLING METHODS:

WATER CONTENT (%)

LIQUID LIMITFIELD

BLOW

COUNT

(Recovery)

DATE FINISHED:

0.0

0.6

1.2

1.8

2.4

3.0

3.6

4.2

4.8

5.4

6.0

FEDERAL HIGHWAY ADMINISTRATION

VANCOUVER, WASHINGTON

GEOTECHNICAL SECTION

Jason Adams

WEATHER:

DRILL: CME 75

D

E P

T H ft

10/1/2014

PROJECT: Warren Wagon Road

N/A 14" Auger

FIELD "N" VALUE

MP 5.7 8' R

3" Asphalt

Silty GRAVEL with sand (base rock), brown, moist, subangular.

Base rock sample obtained.

Silty GRAVEL with sand and cobbles, fine to coarse grained, light brown, moist, subrounded.

Moisture sample obtained from 5" to 11".

Silty SAND with gravel and occasional cobbles, fine to coarse grained, brown to brown-gray, subrounded.

Moisture sample obtained at 2'.

Bottom of boring SG14-11 at 2.75' refusal on boulders. No groundwater encountered at time of drilling.

0.3

0.4

1.7

2.8

S A

M P

LE

R

10/1/2014

20 40

RQD (%)

WATER LEVELS

HAMMER:

WHILE DRILLING

DRILLER:

Subgrade Investigation BoringNOTES:

TOTAL DEPTH: 2.75'

D E

P T

H ft

RECOVERY (%)

PLASTIC LIMIT

Solid Stem Auger

STATION, OFFSET:

LATITUDE (DEGREES): N 44°59'7.26" (44.98535°)

LONGITUDE (DEGREES): W 116°4'20.172" (116.07227°)

BORING LOG (US Customary Units)

AFTER DRILLING

F ile

: Z :\P

R O

JE

C

T F

IL

E

S \2

P R

O

JE

C T

F

IL

E S

\H A

Y D

E N

P R

O

JE

C T

S \1

-3

G

W A

R R

E N

W A

G O

N R

O A

D \G

IN

T

\1

-3

G W

A R

R E

N W

A G

O N

R O

A D

.G

Z :\P

R O

JE

C

T F

IL

E

S \2

P R

O

JE

C T

F

IL

E S

\H A

Y D

E N

P R

O

JE

C T

S \1

-3

G

W A

R R

E N

W A

G O

N R

O A

D \G

IN

T

\F H

W A

L

IB

R A

R Y nt ed : 1

1/ 4/

AT COMPLETION

G R

A P

H

IC

L O

G

DESCRIPTION

Haztech LOGGER: Kevin Funke

DATE STARTED:

0.0

0 100

BORING SG14-11

Sheet 1 of 1

COMPANY:

S A

M P

LE

DRILLING METHODS:

WATER CONTENT (%)

LIQUID LIMITFIELD

BLOW

COUNT

(Recovery)

DATE FINISHED:

0.0

0.6

1.2

1.8

2.4

3.0

3.6

4.2

4.8

5.4

6.0

FEDERAL HIGHWAY ADMINISTRATION

VANCOUVER, WASHINGTON

GEOTECHNICAL SECTION

Jason Adams

WEATHER:

DRILL: CME 75

D

E P

T H ft

10/1/2014

PROJECT: Warren Wagon Road

N/A 14" Auger

FIELD "N" VALUE

MP 6.0 4' L

5" Asphalt

Silty GRAVEL with sand (base rock), brown, moist, subangular.

Base rock sample obtained.

Silty SAND with gravel and cobbles, fine to coarse grained, dark brown, miost, subrounded.

Moisture sample obtained from 8" to 14"

Increase in cobbles encountered in boring

Moisture sample obtained at 2'.

Moisture sample obtained at 3.33'.

Bottom of boring SG14-12 at 3.33' refusal on boulders. No groundwater encountered at time of drilling.

0.4

0.7

3.3

S A

M P

LE

R

10/1/2014

20 40

RQD (%)

WATER LEVELS

HAMMER:

WHILE DRILLING

DRILLER:

Subgrade Investigation BoringNOTES:

TOTAL DEPTH: 3.33'

D E

P T

H ft

RECOVERY (%)

PLASTIC LIMIT

Solid Stem Auger

STATION, OFFSET:

LATITUDE (DEGREES): N 44°59'36.6" (44.9935°)

LONGITUDE (DEGREES): W 116°4'15.996" (116.07111°)

BORING LOG (US Customary Units)

AFTER DRILLING

F ile

: Z :\P

R O

JE

C

T F

IL

E

S \2

P R

O

JE

C T

F

IL

E S

\H A

Y D

E N

P R

O

JE

C T

S \1

-3

G

W A

R R

E N

W A

G O

N R

O A

D \G

IN

T

\1

-3

G W

A R

R E

N W

A G

O N

R O

A D

.G

Z :\P

R O

JE

C

T F

IL

E

S \2

P R

O

JE

C T

F

IL

E S

\H A

Y D

E N

P R

O

JE

C T

S \1

-3

G

W A

R R

E N

W A

G O

N R

O A

D \G

IN

T

\F H

W A

L

IB

R A

R Y nt ed : 1

1/ 4/

AT COMPLETION

G R

A P

H

IC

L O

G

DESCRIPTION

Haztech LOGGER: Kevin Funke

DATE STARTED:

0.0

0 100

BORING SG14-12

Sheet 1 of 1

COMPANY:

S A

M P

LE

DRILLING METHODS:

WATER CONTENT (%)

LIQUID LIMITFIELD

BLOW

COUNT

(Recovery)

DATE FINISHED:

0.0

0.6

1.2

1.8

2.4

3.0

3.6

4.2

4.8

5.4

6.0

FEDERAL HIGHWAY ADMINISTRATION

VANCOUVER, WASHINGTON

GEOTECHNICAL SECTION

Jason Adams

WEATHER:

DRILL: CME 75

D

E P

T H ft

10/1/2014

PROJECT: Warren Wagon Road

N/A 14" Auger

FIELD "N" VALUE

MP 6.5 7' R

8" Asphalt

Poorly-graded SAND with silt and gravel, medium to coarse grained, brown, moist, subrounded.

Moisture sample obtained from 8" to 14".

Silty SAND with gravel and cobbles, fine to coarse grained, brown, moist, subrounded.

Moisture sample obtained at 2'.

Bottom of boring SG14-13 at 2.67' refusal on boulders. No groundwater encountered at time of drilling.

0.7

1.0

2.7

S A

M P

LE

R

10/1/2014

20 40

RQD (%)

WATER LEVELS

HAMMER:

WHILE DRILLING

DRILLER:

Subgrade Investigation BoringNOTES:

TOTAL DEPTH: 2.67'

D E

P T

H ft

RECOVERY (%)

PLASTIC LIMIT

Solid Stem Auger

STATION, OFFSET:

LATITUDE (DEGREES): N 44°59'56.112" (44.99892°)

LONGITUDE (DEGREES): W 116°4'8.832" (116.06912°)

BORING LOG (US Customary Units)

AFTER DRILLING

F ile

: Z :\P

R O

JE

C

T F

IL

E

S \2

P R

O

JE

C T

F

IL

E S

\H A

Y D

E N

P R

O

JE

C T

S \1

-3

G

W A

R R

E N

W A

G O

N R

O A

D \G

IN

T

\1

-3

G W

A R

R E

N W

A G

O N

R O

A D

.G

Z :\P

R O

JE

C

T F

IL

E

S \2

P R

O

JE

C T

F

IL

E S

\H A

Y D

E N

P R

O

JE

C T

S \1

-3

G

W A

R R

E N

W A

G O

N R

O A

D \G

IN

T

\F H

W A

L

IB

R A

R Y nt ed : 1

1/ 4/

AT COMPLETION

G R

A P

H

IC

L O

G

DESCRIPTION

Haztech LOGGER: Kevin Funke

DATE STARTED:

0.0

0 100

BORING SG14-13

Sheet 1 of 1

COMPANY:

S A

M P

LE

DRILLING METHODS:

WATER CONTENT (%)

LIQUID LIMITFIELD

BLOW

COUNT

(Recovery)

DATE FINISHED:

0.0

0.6

1.2

1.8

2.4

3.0

3.6

4.2

4.8

5.4

6.0

FEDERAL HIGHWAY ADMINISTRATION

VANCOUVER, WASHINGTON

GEOTECHNICAL SECTION

Jason Adams

WEATHER:

DRILL: CME 75

D

E P

T H ft

10/1/2014

PROJECT: Warren Wagon Road

N/A 14" Auger

FIELD "N" VALUE

MP 6.9 8.3' R

6" Asphalt

Silty GRAVEL with sand (base rock), brown, moist, subangular.

Base rock sample obtained.

Poorly-graded SAND with silt and gravel and occasional cobbles, medium to coarse grained, brown, moist, subrounded.

Moisture sample obtained from 8" to 14".

Moisture sample obtained at 2'

Silty SAND with gravel, fine to coarse grained, brown, moist, subrounded, trace organics present.

Moisture sample obtained at 5'.

Bottom of boring SG14-14 at 5'. No groundwater encountered at time of drilling.

0.5

0.7

3.5

5.0

S A

M P

LE

R

10/1/2014

20 40

RQD (%)

WATER LEVELS

HAMMER:

WHILE DRILLING

DRILLER:

Subgrade Investigation BoringNOTES:

TOTAL DEPTH: 5'

D E

P T

H ft

RECOVERY (%)

PLASTIC LIMIT

Solid Stem Auger

STATION, OFFSET:

LATITUDE (DEGREES): N 45°0'22.788" (45.00633°)

LONGITUDE (DEGREES): W 116°3'53.388" (116.06483°)

BORING LOG (US Customary Units)

AFTER DRILLING

F ile

: Z :\P

R O

JE

C

T F

IL

E

S \2

P R

O

JE

C T

F

IL

E S

\H A

Y D

E N

P R

O

JE

C T

S \1

-3

G

W A

R R

E N

W A

G O

N R

O A

D \G

IN

T

\1

-3

G W

A R

R E

N W

A G

O N

R O

A D

.G

Z :\P

R O

JE

C

T F

IL

E

S \2

P R

O

JE

C T

F

IL

E S

\H A

Y D

E N

P R

O

JE

C T

S \1

-3

G

W A

R R

E N

W A

G O

N R

O A

D \G

IN

T

\F H

W A

L

IB

R A

R Y nt ed : 1

1/ 4/

AT COMPLETION

G R

A P

H

IC

L O

G

DESCRIPTION

Haztech LOGGER: Kevin Funke

DATE STARTED:

0.0

0 100

BORING SG14-14

Sheet 1 of 1

COMPANY:

S A

M P

LE

DRILLING METHODS:

WATER CONTENT (%)

LIQUID LIMITFIELD

BLOW

COUNT

(Recovery)

DATE FINISHED:

0.0

0.6

1.2

1.8

2.4

3.0

3.6

4.2

4.8

5.4

6.0

FEDERAL HIGHWAY ADMINISTRATION

VANCOUVER, WASHINGTON

GEOTECHNICAL SECTION

Jason Adams

WEATHER:

DRILL: CME 75

D

E P

T H ft

10/1/2014

PROJECT: Warren Wagon Road

N/A 14" Auger

FIELD "N" VALUE

MP 7.5 5.8' L

3" Asphalt

Silty GRAVEL with sand (base rock), dark gray, moist, subangular.

Base rock sample obtained.

Silty SAND with gravel, fine to coarse grained, brown, moist, subrounded.

Moisture sample obtained from 6" to 12"

Moisture sample obtained at 2'.

Poorly-graded SAND with gravel, fine to coarse grained, light tan, moist, subrounded.

Moisture sample obtained at 5'.

Bottom of boring SG14-15 at 5'. No groundwater encountered at time of drilling.

0.3

0.5

2.5

5.0

S A

M P

LE

R

10/1/2014

20 40

RQD (%)

WATER LEVELS

HAMMER:

WHILE DRILLING

DRILLER:

Subgrade Investigation BoringNOTES:

TOTAL DEPTH: 5'

D E

P T

H ft

RECOVERY (%)

PLASTIC LIMIT

Solid Stem Auger

STATION, OFFSET:

LATITUDE (DEGREES): N 45°0'51.12" (45.0142°)

LONGITUDE (DEGREES): W 116°3'49.032" (116.06362°)

BORING LOG (US Customary Units)

AFTER DRILLING

F ile

: Z :\P

R O

JE

C

T F

IL

E

S \2

P R

O

JE

C T

F

IL

E S

\H A

Y D

E N

P R

O

JE

C T

S \1

-3

G

W A

R R

E N

W A

G O

N R

O A

D \G

IN

T

\1

-3

G W

A R

R E

N W

A G

O N

R O

A D

.G

Z :\P

R O

JE

C

T F

IL

E

S \2

P R

O

JE

C T

F

IL

E S

\H A

Y D

E N

P R

O

JE

C T

S \1

-3

G

W A

R R

E N

W A

G O

N R

O A

D \G

IN

T

\F H

W A

L

IB

R A

R Y nt ed : 1

1/ 4/

AT COMPLETION

G R

A P

H

IC

L O

G

DESCRIPTION

Haztech LOGGER: Kevin Funke

DATE STARTED:

0.0

0 100

BORING SG14-15

Sheet 1 of 1

COMPANY:

S A

M P

LE

DRILLING METHODS:

WATER CONTENT (%)

LIQUID LIMITFIELD

BLOW

COUNT

(Recovery)

DATE FINISHED:

0.0

0.6

1.2

1.8

2.4

3.0

3.6

4.2

4.8

5.4

6.0

FEDERAL HIGHWAY ADMINISTRATION

VANCOUVER, WASHINGTON

GEOTECHNICAL SECTION

Jason Adams

WEATHER:

DRILL: CME 75

D

E P

T H ft

10/1/2014

PROJECT: Warren Wagon Road

N/A 14" Auger

FIELD "N" VALUE

MP 8.0 5.2' R

4" Asphalt

Silty GRAVEL with sand (base rock), dark gray, moist, subangular.

Base rock sample obtained.

Silty SAND with gravel, fine to coarse grained, brown, moist, subrounded.

Moisture sample obtained from 6" to 12".

Moisture sample obtained at 2'.

Silty SAND with gravel, fine to coarse grained, light brown, moist

Moisture sample obtained at 5' Bottom of boring SG14-16 at 5'. No groundwater encountered at time of drilling.

0.3

0.5

2.5

5.0

S A

M P

LE

R

10/1/2014

20 40

RQD (%)

WATER LEVELS

HAMMER:

WHILE DRILLING

DRILLER:

Subgrade Investigation BoringNOTES:

TOTAL DEPTH: 5'

D E

P T

H ft

RECOVERY (%)

PLASTIC LIMIT

Solid Stem Auger

STATION, OFFSET:

LATITUDE (DEGREES): N 45°1'16.608" (45.02128°)

LONGITUDE (DEGREES): W 116°3'47.16" (116.0631°)

BORING LOG (US Customary Units)

AFTER DRILLING

F ile

: Z :\P

R O

JE

C

T F

IL

E

S \2

P R

O

JE

C T

F

IL

E S

\H A

Y D

E N

P R

O

JE

C T

S \1

-3

G

W A

R R

E N

W A

G O

N R

O A

D \G

IN

T

\1

-3

G W

A R

R E

N W

A G

O N

R O

A D

.G

Z :\P

R O

JE

C

T F

IL

E

S \2

P R

O

JE

C T

F

IL

E S

\H A

Y D

E N

P R

O

JE

C T

S \1

-3

G

W A

R R

E N

W A

G O

N R

O A

D \G

IN

T

\F H

W A

L

IB

R A

R Y nt ed : 1

1/ 4/

AT COMPLETION

G R

A P

H

IC

L O

G

DESCRIPTION

Haztech LOGGER: Kevin Funke

DATE STARTED:

0.0

0 100

BORING SG14-16

Sheet 1 of 1

COMPANY:

S A

M P

LE

DRILLING METHODS:

WATER CONTENT (%)

LIQUID LIMITFIELD

BLOW

COUNT

(Recovery)

DATE FINISHED:

0.0

0.6

1.2

1.8

2.4

3.0

3.6

4.2

4.8

5.4

6.0

FEDERAL HIGHWAY ADMINISTRATION

VANCOUVER, WASHINGTON

GEOTECHNICAL SECTION

Jason Adams

WEATHER:

DRILL: CME 75

D

E P

T H ft

10/1/2014

PROJECT: Warren Wagon Road

N/A 14" Auger

FIELD "N" VALUE

MP 8.5 5.5' L

4" Asphalt

Silty GRAVEL with sand (base rock), dark brown, moist, subangular.

Base course sample obtained.

Silty SAND with gravel, fine to coarse grained, brown, moist, subrounded.

Moisture sample obtained from 6" to 12".

Clayey SAND with gravel, fine to coarse grained, dark brown, moist, subrounded.

Insufficient volume for 100 lb sample.

Moisture sample obtained at 2'.

Poorly-graded GRAVEL with silt and sand, fine to coarse grained, brown, moist, subrounded to rounded.

Moisture sample obtained at 5'.

Bottom of boring SG14-17 at 5'. No groundwater encountered at time of drilling.

0.3

0.5

1.2

2.8

5.0

S A

M P

LE

R

10/1/2014

20 40

RQD (%)

WATER LEVELS

HAMMER:

WHILE DRILLING

DRILLER:

Subgrade Investigation BoringNOTES:

TOTAL DEPTH: 5'

D E

P T

H ft

RECOVERY (%)

PLASTIC LIMIT

Solid Stem Auger

STATION, OFFSET:

LATITUDE (DEGREES): N 45°1'41.808" (45.02828°)

LONGITUDE (DEGREES): W 116°3'44.82" (116.06245°)

BORING LOG (US Customary Units)

AFTER DRILLING

F ile

: Z :\P

R O

JE

C

T F

IL

E

S \2

P R

O

JE

C T

F

IL

E S

\H A

Y D

E N

P R

O

JE

C T

S \1

-3

G

W A

R R

E N

W A

G O

N R

O A

D \G

IN

T

\1

-3

G W

A R

R E

N W

A G

O N

R O

A D

.G

Z :\P

R O

JE

C

T F

IL

E

S \2

P R

O

JE

C T

F

IL

E S

\H A

Y D

E N

P R

O

JE

C T

S \1

-3

G

W A

R R

E N

W A

G O

N R

O A

D \G

IN

T

\F H

W A

L

IB

R A

R Y nt ed : 1

1/ 4/

AT COMPLETION

G R

A P

H

IC

L O

G

DESCRIPTION

Haztech LOGGER: Kevin Funke

DATE STARTED:

0.0

0 100

BORING SG14-17

Sheet 1 of 1

COMPANY:

S A

M P

LE

DRILLING METHODS:

WATER CONTENT (%)

LIQUID LIMITFIELD

BLOW

COUNT

(Recovery)

DATE FINISHED:

0.0

0.6

1.2

1.8

2.4

3.0

3.6

4.2

4.8

5.4

6.0

FEDERAL HIGHWAY ADMINISTRATION

VANCOUVER, WASHINGTON

GEOTECHNICAL SECTION

Jason Adams

WEATHER:

DRILL: CME 75

D

E P

T H ft

10/1/2014

PROJECT: Warren Wagon Road

N/A 14" Auger

FIELD "N" VALUE

MP 9.0 7.5' R

S-1

S-2

R-1

S-3

R-2

S-4

R-3

25" Asphalt

Silty GRAVEL with sand (base course), dark gray, moist, subangular gravel.

Silty SAND with gravel and occasional cobbles, fine to coarse grained sand, dense, brown, moist, subrounded gravel.

Auger refusal on boulders/cobbles, rock core from 7.5' to 9.5'. Drill operator reported advancing through boulders at approximately 9.5'.

RCT=10 minutes

Poorly-graded GRAVEL with clay and sand, cobbles and boulders present throughout, coarse grained sand, light brown to brown, moist to wet, subangular gravel. Unable to determine boulder size based on coring.

RCT=10 minutes

RCT=10 minutes

GRANITE, salt and pepper coloring, medium grained, highly weathered, very weak (R1) to weak (R2) rock.

Rec. = 67%

Rec. = 38%

Rec. = 71%

RQD = 13%

7-15-20 (7" = 39%)

1-3-1 (4" = 22%)

2-5-3 (5" = 28%)

2.0 2.2

7.5

9.5

18.5

20.0

S A

M P

LE

R

10/2/2014

20 40

RQD (%)

WATER LEVELS

HAMMER:

WHILE DRILLING

DRILLER:

North Beach landslide, boring near existing centerline, inclinometer casing installed.

NOTES:

TOTAL DEPTH: 60'

D E

P T

H ft

RECOVERY (%)

PLASTIC LIMIT

Hollow Stem Auger

Grab Sample

Rock Core

STATION, OFFSET:

LATITUDE (DEGREES): N 44°59'14.532" (44.98737°)

LONGITUDE (DEGREES): W 116°4'19.992" (116.07222°)

BORING LOG (US Customary Units)

AFTER DRILLING

F ile

: Z :\P

R O

JE

C

T F

IL

E

S \2

P R

O

JE

C T

F

IL

E S

\H A

Y D

E N

P R

O

JE

C T

S \1

-3

G

W A

R R

E N

W A

G O

N R

O A

D \G

IN

T

\1

-3

G W

A R

R E

N W

A G

O N

R O

A D

.G

Z :\P

R O

JE

C

T F

IL

E

S \2

P R

O

JE

C T

F

IL

E S

\H A

Y D

E N

P R

O

JE

C T

S \1

-3

G

W E

S T

F O

R K

R O

C K

C R

E E

K \G

IN

T

\F H

W A

L

IB

R A

R Y nt ed : 1

1/

/2

AT COMPLETION

G R

A P

H

IC

L O

G

DESCRIPTION

Haztech LOGGER: Kevin Funke

DATE STARTED:

0.0

0 100

BORING WW14-01

Sheet 1 of 4

COMPANY:

S A

M P

LE

DRILLING METHODS:

2" OD Split Spoon (SPT)

WATER CONTENT (%)

LIQUID LIMITFIELD

BLOW

COUNT

(Recovery)

DATE FINISHED:

0.0

2.0

4.0

6.0

8.0

10.0

12.0

14.0

16.0

18.0

20.0

FEDERAL HIGHWAY ADMINISTRATION

VANCOUVER, WASHINGTON

GEOTECHNICAL SECTION

Jason Adams

WEATHER:

DRILL: CME 75

D

E P

T H ft

10/2/2014

PROJECT: Warren Wagon Road

Automatic 8" Hollow stem auger, HQ3 core

FIELD "N" VALUE

MP 6.3 1.0' L

S-5

R-4

R-5

R-6

R-7

GRANITE, slightly to highly weathered, very weak (R1) to weak (R2) rock. Discontinuities are moderately spaced and in fair to good condition. FF=0.8, RCT=10 minutes

FF=1.4, RCT=10 minutes

FF=0.4, RCT=10 minutes

Slightly to moderately weathered, weak (R2) to medium strong (R3) rock. Discontinuities moderately spaced and in fair to good condition. FF=0.8, RCT=10 minutes

Rec. = 100%

RQD = 92%

Rec. = 90%

RQD = 75%

Rec. = 100%

RQD = 98%

Rec. = 100%

RQD = 87%

50/4 (4" = 101%)

S A

M P

LE

R

10/2/2014

20 40

RQD (%)

WATER LEVELS

HAMMER:

WHILE DRILLING

DRILLER:

North Beach landslide, boring near existing centerline, inclinometer casing installed.

NOTES:

TOTAL DEPTH: 60'

D E

P T

H ft

RECOVERY (%)

PLASTIC LIMIT

Hollow Stem Auger

Grab Sample

Rock Core

STATION, OFFSET:

LATITUDE (DEGREES): N 44°59'14.532" (44.98737°)

LONGITUDE (DEGREES): W 116°4'19.992" (116.07222°)

BORING LOG (US Customary Units)

AFTER DRILLING

F ile

: Z :\P

R O

JE

C

T F

IL

E

S \2

P R

O

JE

C T

F

IL

E S

\H A

Y D

E N

P R

O

JE

C T

S \1

-3

G

W A

R R

E N

W A

G O

N R

O A

D \G

IN

T

\1

-3

G W

A R

R E

N W

A G

O N

R O

A D

.G

Z :\P

R O

JE

C

T F

IL

E

S \2

P R

O

JE

C T

F

IL

E S

\H A

Y D

E N

P R

O

JE

C T

S \1

-3

G

W E

S T

F O

R K

R O

C K

C R

E E

K \G

IN

T

\F H

W A

L

IB

R A

R Y nt ed : 1

1/

/2

AT COMPLETION

G R

A P

H

IC

L O

G

DESCRIPTION

Haztech LOGGER: Kevin Funke

DATE STARTED:

0 100

BORING WW14-01

Sheet 2 of 4

COMPANY:

S A

M P

LE

DRILLING METHODS:

2" OD Split Spoon (SPT)

WATER CONTENT (%)

LIQUID LIMITFIELD

BLOW

COUNT

(Recovery)

DATE FINISHED:

20.0

22.0

24.0

26.0

28.0

30.0

32.0

34.0

36.0

38.0

40.0

FEDERAL HIGHWAY ADMINISTRATION

VANCOUVER, WASHINGTON

GEOTECHNICAL SECTION

Jason Adams

WEATHER:

DRILL: CME 75

D

E P

T H ft

10/2/2014

PROJECT: Warren Wagon Road

Automatic 8" Hollow stem auger, HQ3 core

FIELD "N" VALUE

MP 6.3 1.0' L

R-7

R-8

R-9

R-10

Fresh to slightly weathered, medium strong (R3) to strong (R4) rock. Discontinuities are moderately spaced and in good condition. FF=0.4, RCT=10 minutes

FF=0.8, RCT=10 minutes

Slightly to moderately weathered, medium strong (R3) to strong (R4) rock. Discontinuities are moderately to closely spaced and in fair to good condition. FF=0.8, RCT=10 minutes

Moderately to highly weathered, extremely weak (R0) to medium strong (R3) rock. Discontinuities are moderately to closely spaced and in fair condition. FF=0.7, RCT=10 minutes

Rec. = 100%

RQD = 100%

Rec. = 100%

RQD = 97%

Rec. = 100%

RQD = 97%

Rec. = 90%

RQD = 91%

60.0

S A

M P

LE

R

10/2/2014

20 40

RQD (%)

WATER LEVELS

HAMMER:

WHILE DRILLING

DRILLER:

North Beach landslide, boring near existing centerline, inclinometer casing installed.

NOTES:

TOTAL DEPTH: 60'

D E

P T

H ft

RECOVERY (%)

PLASTIC LIMIT

Hollow Stem Auger

Grab Sample

Rock Core

STATION, OFFSET:

LATITUDE (DEGREES): N 44°59'14.532" (44.98737°)

LONGITUDE (DEGREES): W 116°4'19.992" (116.07222°)

BORING LOG (US Customary Units)

AFTER DRILLING

F ile

: Z :\P

R O

JE

C

T F

IL

E

S \2

P R

O

JE

C T

F

IL

E S

\H A

Y D

E N

P R

O

JE

C T

S \1

-3

G

W A

R R

E N

W A

G O

N R

O A

D \G

IN

T

\1

-3

G W

A R

R E

N W

A G

O N

R O

A D

.G

Z :\P

R O

JE

C

T F

IL

E

S \2

P R

O

JE

C T

F

IL

E S

\H A

Y D

E N

P R

O

JE

C T

S \1

-3

G

W E

S T

F O

R K

R O

C K

C R

E E

K \G

IN

T

\F H

W A

L

IB

R A

R Y nt ed : 1

1/

/2

AT COMPLETION

G R

A P

H

IC

L O

G

DESCRIPTION

Haztech LOGGER: Kevin Funke

DATE STARTED:

0 100

BORING WW14-01

Sheet 3 of 4

COMPANY:

S A

M P

LE

DRILLING METHODS:

2" OD Split Spoon (SPT)

WATER CONTENT (%)

LIQUID LIMITFIELD

BLOW

COUNT

(Recovery)

DATE FINISHED:

40.0

42.0

44.0

46.0

48.0

50.0

52.0

54.0

56.0

58.0

60.0

FEDERAL HIGHWAY ADMINISTRATION

VANCOUVER, WASHINGTON

GEOTECHNICAL SECTION

Jason Adams

WEATHER:

DRILL: CME 75

D

E P

T H ft

10/2/2014

PROJECT: Warren Wagon Road

Automatic 8" Hollow stem auger, HQ3 core

FIELD "N" VALUE

Bottom of boring WW14-01 at 60'. No groundwater encountered at time of drilling. Slope inclinometer installed to 60' and vault installed countersunk into asphalt.

S A

M P

LE

R

10/2/2014

20 40

RQD (%)

WATER LEVELS

HAMMER:

WHILE DRILLING

DRILLER:

North Beach landslide, boring near existing centerline, inclinometer casing installed.

NOTES:

TOTAL DEPTH: 60'

D E

P T

H ft

RECOVERY (%)

PLASTIC LIMIT

Hollow Stem Auger

Grab Sample

Rock Core

STATION, OFFSET:

LATITUDE (DEGREES): N 44°59'14.532" (44.98737°)

LONGITUDE (DEGREES): W 116°4'19.992" (116.07222°)

B…