GM19-17_North_Moose_Creek_Subsurface_Investigation_and_Prelim_Recomm_FINAL.pdf

Memorandum

Western Federal Lands Highway Division 610 E. Fifth Street

Vancouver, WA 98661-3801

In Reply Refer To: HFL-17 TO: Keith Wong, Project Manager Kimber Miller, Highway Designer

FROM: Diann Morehouse, Geotechnical Engineer

DATE: November 6, 2017

Copies: Jim Neighorn, Hydraulic Engineer

Benn Oltmann, Structural Engineer Stephen Henry, Assistant Materials Engineer

Denise Steele, Environmental Specialist Nathan Jenks, Geotechnical Team Lead

Brian Collins, Sr. Geotechnical Engineer

SUBJECT: Subsurface Investigation and Preliminary Geotechnical Recommendations North of Moose Creek North

MT DOT569(3)

Geotechnical Memorandum GM19-17

Introduction

This memorandum provides geotechnical investigation results, analysis, and preliminary geotechnical recommendations for the proposed North of Moose Creek North Phase 3 roadway project. The project stationing referenced in this memorandum is from 30% Plan Set, dated March 10, 2017. A project specific elevation datum is used for elevations provided in this memorandum.

Attachment B contains the Boring Location Plan View.

At the time of this memorandum, several project constraints have developed including Right of Way, budget, and poor subgrade issues. The March 2017 30% plan set is the current design to date. Changes to both horizontal and vertical alignment are expected based on discussions with the partnering agencies in November 2017. This Memo provides general embankment and cut slope ratio recommendations; however, they will be subjected to change at some areas once the updated alignment is provided. Recommendations for subgrade stabilization, retaining walls, and bridge foundations will be provided after the alignment is set and the bridge type, size, and location is determined.

Project Location

This project is located on Montana State Highway 569, approximately 15 road miles south of Anaconda, Montana, in Deer Lodge County. Figure 1, shows the project location. This project

MT DOT 569(3)

Subsurface Investigation and Preliminary Geotechnical Recommendations Page 2 November 2017 starts from the end of Montana Department of Transportation STPS-FLA 569-1(5)14 project constructed in 2014. The coordinates for the beginning and end of project are approximately 45.9636°, -113.0289° and 46.0027°, -112.9869°, respectively (WGS84).

Figure 1: Project Location Map.

Project Description

The proposed project includes reconstruction of existing paved surface to improve the driving surface, improve safety by widening the roadway and improving horizontal and vertical curves.

The anticipated design width is 26 feet, which includes two 12-foot lanes with 1-foot shoulders.

The proposed plan includes areas of a vertical grade increase of up to 3 feet and decrease of up to 2 feet. The project will also replace the existing bridge over California Creek. The existing bridge is 57 feet long with 3 spans on timber piles. The length of the proposed bridge is 85 feet. The proposed bridge will be located on the same alignment but the grade will be raised by approximately 3 feet to allow for additional water flow.

This section of Highway 569 is plowed in the winter. Wayne Wendt, Anaconda-Deer Lodge Roads Foreman, stated this section of road is subjected to drifting snow resulting in reduced snow storage for plowing.

Physical Setting and Geology

The general topography of the region consists of mountainous terrain between the Anaconda Range northwest of the project and Pioneer Mountain Range south of the project. The road generally traverses rolling terrain lies along the bottom of a U-shaped valley as it climbs from an elevation of about 6200 feet at the beginning of the project to about 6600 feet at the end of the

Project Location

Subsurface Investigation and Preliminary Geotechnical Recommendations Page 3 November 2017 project. Higher surrounding peaks extend to an elevation of more than 8000 feet. The highway crosses the Continental Divide just north of the end of the project. There are three known named creeks crossing the highway, American, California, and Oregon Creeks, while numerous smaller creeks also cross the road.

The native soil along the project alignment consists of alluvial deposits. The alluvial deposits are associated with the numerous drainages in the area, including Oregon Creek, California Creek, and American Creek. The surface soils are mapped within the project limits as Holocene alluvium. The alluvium is described as channel, flood plain, and alluvial fan deposits consisting of silt, sand, and gravel. Material interpreted to be fill was encountered in borings on or near the existing roadway and associated embankments.

The mapped bedrock along the project alignment is primarily the Tertiary-aged Bozeman Group, which is undivided basin-fill deposits consisting of but not limited to indurated tuffaceous sandstone and siltstone, limestone, marl, and pebble and gravel conglomerates. Deposits may also include Tertiary landslide deposits. The Bozeman Group typically has a veneer of residual gravel or eolian silt, and ranges in thickness from less than 9800 feet to approximately 15,000 feet.

Other types of bedrock that are mapped in the in the project area include undivided Upper and Middle Cambrian-aged sedimentary rocks, including but not limited to dolomite, limestone, shale, and sandstone, and the Middle Proterozoic-aged Missoula Group, which consists of sedimentary rock and metamorphic rocks of sedimentary provenance, including but not limited to sandstone, argillite, and quartzite (Ruppel et al, 1993). Attachment A contains a geologic map of the project site and surrounding area.

Geotechnical Investigation

The geotechnical investigation for this project consisted of a site reconnaissance, nine subgrade borings and six deeper borings at a proposed bridge, embankment widening, and wall locations.

The subgrade borings are generally located every ½-mile along the existing alignment, alternating in the center of each lane. Subgrade borings were advanced with a 12-inch outside diameter (O.D.) solid stem auger and a 14-inch flat profile auger bit to depths ranging between 4 to 10 feet.

In all the subgrade borings except for SG17-09, a standard penetration test (SPT) was performed after the subgrade auger was removed. Subgrade boring SG17-07 was advanced with an 8.25-inch O.D. hollow stem auger between a depth of 5 feet and 10 feet. Subgrade borings are denoted with the prefix, SG. Deeper borings were advanced with an 8.25-inch O.D. hollow stem auger and HQ3 wireline coring system. These deeper borings are denoted with the prefix, BH.

Bulk samples of subsurface materials were obtained in the subgrade borings from each soil layer.

In the BH borings, a 2-inch O.D. and 3-inch O.D. split spoon sampler was used at regular intervals. Due to the proximity to BH17-01, regular split spoon sampling commenced in BH17- 01A at a depth of 20 feet.

The first phase of the subsurface drilling investigation was completed in May 2017 by SK Geotechnical from Billings, Montana. Diedrich D-120 truck-mounted drill rig advanced borings SG17-01 through SG17-08 and BH17-01. Haz-tech Drilling, Inc., from Meridian, Idaho, Subsurface Investigation and Preliminary Geotechnical Recommendations Page 4 November 2017 performed the second phase of the subsurface investigation in June 2017. A CME 85 truck-mounted drill rig advanced borings SG17-09 and BH17-01A through BH17-05.

Samples from the borings were submitted to the Western Federal Lands Highway Division (WFLHD) Materials Laboratory for testing. Tests performed includes gradation (AASHTO T 11/T 27), hydrometer (AASHTO T 88), Atterberg Limits (AASHTO T 89 /T 90), soil classification (AASHTO M 145/ASTM D 2487), natural moisture content (AASHTO T 265), and R-Value at 300 PSI Exudation (AASHTO T 190). Project boring logs, containing logs for both the subgrade borings and the deeper borings are contained in Attachment C. Attachment D contains the core photographs from borings BH17-01, BH17-01A, and BH17-02. Laboratory test results are contained in Attachment E.

Subsurface Conditions

The SG borings encountered 3.5 to 7 inches of asphaltic concrete pavement. Borings BH17-03 and BH17-05 encountered similar thicknesses of asphaltic pavement. Borings BH17-01, BH17- 01A, and BH17-02, drilled behind the existing bridge abutments, encountered asphaltic pavement between 12-inches and 12.5-inches. This is interpreted due to maintenance patches that have been placed due to bridge approach settlement.

In general, the subgrade borings encountered poorly-graded sand with gravel, well-graded gravel with sand and cobbles, and clayey, silty sand with gravel ranging in depth between 1.2 to 4.8 feet below the pavement surface underlying the asphaltic pavement. This granular layer appears to be thicker in subgrade borings SG17-01, 02, 03, and 04 compared to the other subgrade borings.

Underlying the granular layer includes clayey sand, clayey gravel, gravelly lean clay, fat clay, and organic clay.

Borings BH17-01 and BH17-01A are located at the west end of California Creek Bridge and boring BH17-02 is located at the east end of the bridge. Soils encountered in the embankment include sand and sandy lean clay. Near stream elevation wet, loose, sand and medium dense silty gravel was encountered. Starting at about 12.5 feet in boring BH17-01 and 18 feet in BH17-02, highly to completely weathered interbedded shale and sandstone was encountered. The residual soils from these materials consist of hard to stiff, fat clay and sandy fat clay, as well as medium dense to very dense silty sand with gravel, and clayey sand with gravel. Artesian groundwater conditions were observed in all three borings at about 38 feet below ground surface. Corrected (N1)60 values range from 12 to 94 blows per foot (bpf) in BH17-01, 21 to 49 bpf in BH17-01A, and 6 to 92 bpf in BH17-02.

Boring BH17-04 is located east of California Creek at station 387+75 for a proposed retaining wall location and was terminated at a depth of 26.5 feet below ground surface. From the ground surface to a depth of 7 feet the subsurface material consists of very loose clayey sand. Organics are present between a depth of 3.7 feet and 7 feet. Medium dense to loose, sandy gravel underlies the clayey sand between the depths of 7 feet and 12 feet. Underlying the sandy gravel is a layer of loose to medium dense, clayey sand between the depths of 12 and 16 feet. Starting at about 16 feet, highly to completely weathered sandstone was encountered. The residual soils from the

Subsurface Investigation and Preliminary Geotechnical Recommendations Page 5 November 2017 completely weathered layers consist of medium dense to very dense silty sand. Corrected (N1)60 values range from 4 to 100 blows per foot (bpf).

Boring BH17-03 is located on an embankment slope that crosses American Creek at Station 360+75, where a 3-foot grade raise is proposed. This boring was terminated at a depth of 51.5 feet below ground surface. From the ground surface to a depth of 7 feet the subsurface material consists of loose to very loose clayey sand. Underlying the clayey sand is soft to firm, clay with sand between the depths of 7 feet and 16.3 feet. Wet organic clay underlies the clayey sand between 16.3 feet and 17 feet. Underlying the organic clay is dense gravel with sand, grading to sand with gravel between the depths of 17 feet to 22 feet. Interbedded layers of completely weathered to highly weathered claystone and siltstone underlie the gravel and sand layers between the depths of 22 feet and 51.5 feet. The residual soils from the completely weathered layers consist of medium dense to dense silty sand. Corrected (N1)60 values range from 6 to 65 blows per foot (bpf).

Boring BH17-05 is located at station 387+75. This boring was drilled for a possible wall at this location. Gravelly clay with sand was encountered between the bottom of the base course and a depth of 4.5 feet. Underlying the gravelly clay is clayey sand with gravel between the depths of

4.5 feet and 9.5 feet. Clayey gravel with sand underlies the clayey sand to a depth of 17 feet.

Highly to moderately weathered quartzite underlies the clayey gravel between the depths of 17 feet and 50.5 feet. Corrected (N1)60 values range from 7 blows per foot (bpf) to refusal.

Groundwater

Groundwater was encountered in all three borings at California Creek, BH17-01, BH17-01A, and BH17-02 between 7 and 8 feet below the ground surface, which is close to the elevation of California Creek. An artesian groundwater condition was also encountered in these three borings about approximately 39 feet below ground surface. At the end of drilling the artesian water reached about 2 feet above the ground surface with a rate of flow about 5.8 and 5.0 gallons per minute in borings BH17-01A and BH17-02, respectively. The rate of flow was not measured in boring BH17-01.

Ground water was also encountered in boring BH17-03, BH17-04, and BH17-05 at approximately 16 feet, 7 feet, and 37.5 feet, respectively, below the roadway surface.

Active springs were noted near station 400+00 in the left ditch line, station 416+00 in the left cut slope, 472+00 in the left cut slope, and 493+00 left cut slope.

Site Observations

During the subsurface investigation, the road surfacing appeared to be in good condition considering age of the pavement structure. There are areas of recent pavement patching ranging in length between 30 feet to several hundred feet long. In a discussion with Mr. Wendt, these areas of recent pavement patching are generally due to either pavement breaking up and requiring subexcavation or embankment slope failure.

Subsurface Investigation and Preliminary Geotechnical Recommendations Page 6 November 2017

Soil observed in cuts along the alignment consisted mostly of clay with sand and gravel with some cobbles and occasional boulders. Natural slopes surrounding the road, outside of the cut slopes and embankment slopes, are generally no steeper than about 12 degrees (about 1V:5H). Towards the end of the project natural slopes are slightly steeper. Cut slopes within the project except for the cut slope starting at station 413+75, appear stable with a slope angle of about 26 degrees (about 1V:2H). Although some of these slopes are poorly vegetated.

Between stations 413+75 and 418+00 (gps coordinates on the road are respectively, 45.9841°N, -113.0083°W and 45.9859°N -113.0064°W [WGS84]) the road appears to cross a slow-moving landslide. The road surface is narrower in this section and has a slight offset towards the right (downslope). Mr. Wendt stated the Road Maintenance Department reestablishes the ditch line periodically in this section and adding asphalt patching to reestablish the roadway width.

During June 2017 site visit, a cursory field reconnaissance was conducted near the quarry off Dry Creek Road. The upper section of the suspected landslide was access near the quarry off Dry Creek Road. A head scarp was seen approximately 1700 horizontal feet up the slope from the road. A defined lateral scarp was also seen along the western edge the slide. At this time, the eastern extent of the landslide was not explored. Springs were noted along the western limits of the slide.

Figure 2 shows an aerial view of the landslide at Station 413+75. The top red line is the approximate location of the head scarp. The yellow dashed line is the interpreted limits of the active landslide and the orange dash-dot line is the interpreted limits of a larger mass, that extends beyond the aerial view, that may or may not be active. The blue circles represent springs noted during the June site visit.

Subsurface Investigation and Preliminary Geotechnical Recommendations Page 7 November 2017

Figure 2: Aerial view of the landslide at Station 413+75

Geotechnical Recommendations

Subgrade Based on the subgrade borings the existing road surfacing section is supported on a layer of fill measuring 0.8 feet to 4.5 feet thick generally consisting of poorly-graded sand and well-graded gravel material. Beneath this fill soft/loose, clay deposits were encountered in many of the borings. These fine-grained soils will not support construction earth moving equipment. Any excavation into the existing base section is perceived to have a very high risk of exposing weak subgrade soils that will not support construction equipment without costly subexcavation and replacement. Therefore, grades should be raised as recommended below to allow for construction of a stable embankment and surfacing section.

Quarry off Dry Creek Road

Subsurface Investigation and Preliminary Geotechnical Recommendations Page 8 November 2017

In areas where the alignment is over existing, the grade should be set so the new pavement section (asphaltic concrete and base course) is entirely above the existing surfacing section. In areas where the alignment is off existing alignment, the grade should be set so the bottom of the surfacing section is at least 18-inches above the existing ground elevation.

The existing roadway width varies considerable throughout this project. The proposed plan is to construct a uniform roadway width that will for the most part be wider than the existing pavement width. All six of the deeper borings (BH17-01 through 05) were drilled near the edge of the pavement. These borings indicate the existing pavement substructure (base materials) is potentially thinner than that same substructure encountered in the subgrade borings. The soils in the top 5 feet below the pavement surface and in the shoulder, are very loose/soft. There is a risk that the proposed pavement section will be constructed on less than desirable subgrade materials.

Risks include difficult earthwork conditions, differential settlement, and pavement distress in the pavement section construction off the existing pavement section. It is recommended to verify compaction requirements are met near the edge of the proposed road coarse prior to placing the base coarse.

The liquidity index (LI) of fine-grained soil is an indicator of how the soil will behave upon disturbance. A LI value less than 0 indicate the material will behave as a semi-plastic or solid material. LI between 0 and 1 indicates the natural moisture content is between the plastic limit and liquid limit. LI values greater than 1.0 indicate the material will behave like a fluid when disturbed. LI values from the soil samples tested range from less than 0 to 0.2. In our experience, LI values greater than 0.3 result in rutting and pumping of subgrades when operating conventional earth moving equipment and trucks. If the material becomes wetted, such as with a rain event, the fine-grained soils present throughout the project are sensitive and may lose significant strength when disturbed.

Laboratory index tests indicate the clay and clayey soils encountered in the subgrade may be expansive (or swelling) soils. Subgrade borings SG17-01 (Station 316+00) through SG17-04 (station 389+75) encountered a relatively thick layer granular soil under the road. However, between subgrade boring SG17-04 (station 389+75) and SG17-09 (station 395+00) the subgrade changed to a thinner section of gravel and sandy fat clay was encountered within 18 inches of the surface. Expansive soils will change in volume in response to moisture conditions. Soils that are continuously wet will not expand; however, soils that dry out then are wetted will expand. This is especially the case where surface water ponds such as near SG17-07 and SG17-08 or at locations of active springs. The pavement structure should be as high as possible from the ditch line invert while avoiding cutting the existing ditch deeper between stations 395+00 to the end of project (EOP). Potential swelling soils are interpreted to be located within the subgrade between station 389+75 to EOP and it is recommended the proposed alignment is raised to provide enough overburden pressures to overcome the expansion or to subexcavate the poor subgrade materials.

WFL Materials and Geotechnical groups will collaborate to determine a required overburden depth.

Embankment Borrow Suitability The soils from the cut areas will be a mixture of clayey sand, silty sand, sandy clay, and fat clay soils with AASHTO Classifications of A-2-7 and A-6/A-7. Excavation is expected to consist of 90% of these soils. Also, these soils do not meet the specification for unclassified borrow as

Subsurface Investigation and Preliminary Geotechnical Recommendations Page 9 November 2017 stated in Section 704.06 of the Standard Specifications for Construction of Roads and Bridges on Federal Highway Projects, FP14. It is highly likely that these soils will not be suitable for embankment at the in-situ moisture contents. The soil from the cuts are anticipated to require time, favorable weather conditions (dry and hot), and a significant amount of disking, windrowing, and working of the soil to adequately dry it to a moisture content suitable for compaction.

Tracked equipment should be considered by the contractor. The soils will rut and shove under conventional rubber-tired construction equipment when moisture contents are above optimum and the potential to get stuck is perceived to be high.

Embankment Slopes Based on the March 2017 cross sections the design includes areas of embankment widening and/or grade raise. In general, the existing embankment slope ratios range between 1V:3H to 1V:4H with a few areas with embankment slope ratio of 1V:2H. Larger embankment fills, up to 25 feet high measured from the proposed toe to the road surface, may exhibit post-construction cracking and settlement of the pavement on the outboard side. Embankment widening using sliver fills should be avoided. Minor alignment shifts to catch at the crest, or by adding sufficient width in combination with flatter fill slopes to allow embankment construction with conventional earthmoving and compaction equipment is recommended. Embankment slopes 1V:2H or flatter are recommended.

Cut Slopes Based on cross sections dated March 10, 2017 existing cut slopes ratios are generally range between 1V:5H to 1V:2H in soil and 1V:1H in rock and are between 5 and 20 feet high. The proposed cuts range in heights between 5 and 30 feet. Do not cut slope steeper than existing cut slopes with the exception of cut slopes between stations 413+75 and 419+00. Site specific recommendations will be provided once the updated alignment is provided to the Cross Functional Team (CFT) members.

It is interpreted that active landslide crosses the road between stations 413+75 and 419+00 but historically the landslide has not caused significant damage or distortion of the road. The road appears to be located near the toe of the landslide. It is recommended to raise grade through this section and avoid any type of roadside cuts on the uphill (west) side of the road. Currently, between stations 413+75 and 421+00 a cut is proposed along left slope. This cut extends up to 20 feet horizontally into the slope. This cut may accelerate the landslide and result in roadway damage. In addition, there is a small cut along the right shoulder of the road to facilitate drainage and a grade reduction. This also may result in accelerating the landslide. At a minimum, the proposed cut is expected to result in the cut slope moving toward the road at is current rate and the continuing loss of the ditch line.

Due to this landslide is outside of the scope of this project, there is not enough information about this landslide to provide a mitigation design.

Closing

Recommendations contained in this memorandum are based on observations made during site visits in April and June 2017. The stationing listed was determined by referencing nearby stakes and should be considered approximate.

Subsurface Investigation and Preliminary Geotechnical Recommendations Page 10 November 2017

Questions regarding this memorandum should be addressed to Diann Morehouse at (360) 619- 7609 or Diann.Morehouse@dot.gov.

References

Ruppel, E.T., O’Neill, J.M., Lopez, D.A., Geologic Map of the Dillion 1°x2° Quadrangle, Idaho and Montana, Miscellaneous Investigation Series, Map I-1803-H, U.S. Geologic Survey and U.S.

Department of the Interior.

Attachments

A. Geologic Vicinity Map B. Boring Location Plan View C. Boring Logs D. Core Pictures E. Laboratory Test Results mailto:Diann.Morehouse@dot.gov

ATTACHMENT A

Project Vicinity Geologic Map

Preliminary Geotechnical Recommendations

Figure 1A: Ruppel, E.T., et al (1993) Geologic Map of the Dillion 1° x 2° Quadrangle, Idaho and Montana. The red line near the top of the map shows the project alignment. Description of rocks within the project area follows.

Surficial Deposits

Alluvium (Holocene) – Silt, sand, and gravel in channels and flood plains of major rivers and streams and in related alluvial fans

Landslide deposits (Holocene and Pleistocene) - Angular fragments of bedrock mixed with soil or heterogeneous boulders and finer grained material derived from glacial deposits on steep valley walls

Basin-fill Deposits and Coeval Volcanic and Plutonic Rocks

Bozeman Group and related valley-fill deposits, undivided (Pliocene to Eocene) – Light gray to yellowish-brown moderately indurated to well-indurated tuffaceous sandstoen and siltstone containing subordinate interbeds of limestone and marl and lenses of pebble and cobble conglomerate composed of locally derived rock fragments.

Cambrian rocks, undivided (Upper and Middle Cambrian) – Contains Snowy Range Formation, Pilgrim Formation, Park Shale, Meagher Limestone, Wolsey Shale, and Flathead Sandstone

Middle Proterozoic Belt Supergroup Rocks of the Grasshopper Thrust Plate in the Pioneer Mountains and East Flank of the Beaverhead Mountains and Probable Metamorphic Equivalents

Missoula Group (Middle Proterozoic) - Unit includes Garnet Range Formation, McNamara Formation, Bonner Quartzite, and Mount Shields Formation and probable metamorphosed equivalents.

Bridge Location

ATTACHMENT B

Boring Location Plan View

P O

T

.1

O f f s e t= 0

.0

R T

S ta .= 3

+0

.9

+3.5

3%

,2

.8

,2

.7

+3.8

0%

200' VC

K = 695

,2

.9

500' VC

K = 167

SSD = 610'

+3.8

0%

GPS

F4909

CP

E4909

BEGIN PROJECT

N

Line to be constructed Slopes stake limits

Slopes stake limits

Existing ground

Profile grade

Profile grade

Existing ground

El=6218.84

E=1071735.55

N=645336.14

314+75.00

MT DOT 569(3)

LEGEND:

Terminal section type tangentT

LEGEND:

Do Not Disturb / Do Not Drill

50 10002550

Scale in feet

SG17-01

BH

Location pre-approaved for drilling

Offset= 6.00 RT

Sta.= 316+00.00

E= 1071738.55

N= 645461.25

BH-SG17-01

CUYD

EXC.

CUYD

EMB.

325+00322+50320+00317+50315+00312+50

6200 6230

6205 6235

6210 6240

6215 6245

6220 6250

6225 6255

6230 6260

6235 6265

6240 6270

Z.1

STATE PROJECT

NUMBER

SHEET

I n t_ ft

D c m y fi le s p w p r o d u c ti o n d m t-z a .d g n

MT DOT 569(3)

A

M

M a r c h

K

H a r r is o n

M il le r

C h e c k e d b y

D e s ig n e d b y

314+75 to 325+00

PLAN AND PROFILE

PLANS TO BE USED FOR GEOTECH DRILLING OPERTATIONS ONLY

62556255

6255 6255

6255 6255

62556255

P C

.5

+0.8000%

+0.8000%

N

Line to be constructed

Existing ground

Profile grade

CP

CP

16101

16102

Slope stake limits

Slope stake limits

Curve= C1001

D

R= 1,800.00'

T= 592.44' e= 0.046

L= 1,144.68'

325+00 to 340+00

PLAN AND PROFILE

50 10002550

Scale in feet

LEGEND:

Do Not Disturb / Do Not Drill

CUYD

EXC.

CUYD

EMB.

340+00337+50335+00332+50330+00327+50325+00

6235 6235

6240 6240

6245 6245

6250 6250

6255 6255

6260 6260

6265 6265

6270 6270

6275 6275

Z.2

STATE PROJECT

NUMBER

SHEET

I n t_ ft m y fi le s p w p r o d u c ti o n d m t-z b .d g n

MT DOT 569(3)

M a r c h

H a r r is

M il

C h e c k e d b y

D e s ig n e d b y

62656265

62656265

627062706270

62706270

62706270

62706270

P T

.2

IR

IR

+0.8000%

N

Line to be constructed

Slope stake limits

Slope stake limits

CP

16103

GPS

A4909

Existing ground

Profile grade

R T

50 10002550

Scale in feet

LEGEND:

Do Not Disturb / Do Not Drill

340+00 to 355+00

PLAN AND PROFILE

SG17-02

BH

Offset= 6.00 RT

Sta.= 343+00.00

E= 1072121.99

N= 648060.69

BH-SG17-02

CUYD

EXC.

CUYD

EMB.

355+00352+50350+00347+50345+00342+50340+00

6245 6245

6250 6250

6255 6255

6260 6260

6265 6265

6270 6270

6275 6275

6280 6280

6285 6285

Z.3

STATE PROJECT

NUMBER

SHEET

I n t_ ft m y fi le s p w p r o d u c ti o n d m t-z c .d g n

MT DOT 569(3)

M a r c h

H a r r is

M il

C h e c k e d b y

D e s ig n e d b y

6255 6255

62556255

P C

.9

,2

.6

-3.5000%

506' VC

K = 118

SSD = 504'

,2

.3

+1.500 0%

600' VC

K = 120

,2

.5

+3.4

0%

300' VC

K = 158

N

GPS

16104

CP

16105

CP

16106

Line to be constructed

Slope stake limits

Slope stake limits , R

T

L T

, R

T

, L

T concrete box culvert precasted reinforced

12 feet span, 8 feet rise

360+15

Profile grade

Existing ground

Curve= C1002

D

R= 2,850.00'

T= 668.10' e= 0.034

L= 1,312.51'

LEGEND:

Do Not Disturb / Do Not Drill

50 10002550

Scale in feet

355+00 to 370+00

PLAN AND PROFILE

SG17-03

BH

Offset= 11.00 RT

Sta.= 364+50.00

E= 1073400.26

N= 649783.61

BH-SG17-03

CUYD

EXC.

CUYD

EMB.

370+00367+50365+00362+50360+00357+50355+00

6240 6240

6245 6245

6250 6250

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6275 6275

6280 6280

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I n t_ ft m y fi le s p w p r o d u c ti o n d m t-z d .d g n

MT DOT 569(3)

M a r c h

H a r r is

M il

C h e c k e d b y

D e s ig n e d b y

PLANS TO BE USED FOR GEOTECH DRILLING OPERTATIONS ONLY

Diann.Morehouse Oval

Diann.Morehouse Text Box

BH17-03

Diann.Morehouse Line

628062806280

62856285

P T

.4

,2

.8

+3.4

0% -4.6000%

920' VC

K = 115

SSD = 498'

+3.4

0%

-4.6000%

N

CP

16107

Line to be constructedSlope stake limits

Slope stake limits

Profile grade

Existing ground

370+00 to 380+00

PLAN AND PROFILE

50 10002550

Scale in feet

LEGEND:

Do Not Disturb / Do Not Drill

CUYD

EXC.

CUYD

EMB.

380+00377+50375+00372+50370+00

6260 6260

6265 6265

6270 6270

6275 6275

6280 6280

6285 6285

6290 6290

6295 6295

6300 6300

Z.5

STATE PROJECT

NUMBER

SHEET

I n t_ ft m y fi le s p w p r o d u c ti o n d m t-z e .d g n

MT DOT 569(3)

M a r c h

H a r r is

M il

C h e c k e d b y

D e s ig n e d b y

5 6

,2

.5

+1.0000%

550' VC

K = 98

-4.6000%

,2

.8

690' VC

K = 97

B o tt o m

C h a n n e l B o tt o m

C h a n n e l

PRO_MAIN01 - Vertical sag across bridge

8.

N

CP

16109

CP

16108

Line to be constructed Slope stake limits

Slope stake limits

, L

T

3+

, R

T

Profile grade

Existing ground

See Section F for details

California Creek Bridge

385+67.42 to 386+47.42

C A

LIFO

R N

IA

C

R E E K

5098 7

654 2235

Existing ground

Profile grade

-4.6000%

LEGEND:

Do Not Disturb / Do Not Drill

50 10002550

Scale in feet

380+00 to 395+00

PLAN AND PROFILE

B17-01

BH

B17-02

BH

SG17-04

BH

Offset= 8.00 LT

Sta.= 385+65.00

E= 1075189.33

N= 650895.34

BH-B17-01

Offset= 8.00 RT

Sta.= 386+50.00

E= 1075271.64

N= 650921.92

BH-B17-02

Offset= 6.00 LT

Sta.= 389+75.00

E= 1075550.39

N= 651089.61

BH-SG17-04

CUYD

EXC.

CUYD

EMB.

395+00392+50390+00387+50385+00382+50380+00

6240 6275

6245 6280

6250 6285

6255 6290

6260 6295

6265 6300

6270 6305

6275 6310

6280 6315

Z.6

STATE PROJECT

NUMBER

SHEET

I n t_ ft m y fi le s p w p r o d u c ti o n d m t-z f.

d g n

MT DOT 569(3)

M a r c h

H a r r is

M il

C h e c k e d b y

D e s ig n e d b y

PLANS TO BE USED FOR GEOTECH DRILLING OPERTATIONS ONLY

Diann.Morehouse Oval

Diann.Morehouse Oval

Diann.Morehouse Oval

Diann.Morehouse Text Box B17-04

Diann.Morehouse Oval

Diann.Morehouse Text Box

BH17-01A

Diann.Morehouse Line

6360 6360

6375 6375

6375 6375

P C

.7

IR

8.

8.

8.

,3

.1

-0.9000%

925' VC

K = 103

SSD = 471'

N

, L

T

CP

16110 CP

16111

Slope stake limits

Slope stake limits Line to be constructed

Existing ground

Profile grade

Curve= C1003

D

R= 1,500.00'

T= 364.51' e= 0.050

L= 715.15'

8.

Profile grade

Existing ground

Existing ground

Profile grade

-0.9000%

LEGEND:

Do Not Disturb / Do Not Drill

50 10002550

Scale in feet

395+00 to 410+00

PLAN AND PROFILE

CUYD

EXC.

CUYD

EMB.

410+00407+50405+00402+50400+00397+50395+00

6305 6355

6310 6360

6315 6365

6320 6370

6325 6375

6330 6380

6335 6385

6340 6390

6345 6395

Z.7

STATE PROJECT

NUMBER

SHEET

I n t_ ft m y fi le s p w p r o d u c ti o n d m t-z g .d g n

MT DOT 569(3)

M a r c h

M il

C h e c k e d b y

D e s ig n e d b y

PLANS TO BE USED FOR GEOTECH DRILLING OPERTATIONS ONLY

Diann.Morehouse Oval

Diann.Morehouse Text Box

SG17-09

55 635

6360636

6375 6375

6380 6380

P T

.8

-0.9000%

,3

.2

-0.9000%

+4.3

0%600' VC

K = 115

N

CP

16112

Slope stake limits

Line to be constructed

Slope stake limits

CP

16113

OREGON

CREEK

Profile grade

Existing ground

2032 3

LEGEND:

Do Not Disturb / Do Not Drill 50 10002550

Scale in feet

410+00 to 425+00

PLAN AND PROFILE

SG17-05

BH

Offset= 6.00 LT

Sta.= 389+75.00

E= 1075550.39

N= 651089.61

BH-SG17-05

CUYD

EXC.

CUYD

EMB.

425+00422+50420+00417+50415+00412+50410+00

6355 6355

6360 6360

6365 6365

6370 6370

6375 6375

6380 6380

6385 6385

6390 6390

6395 6395

Z.8

STATE PROJECT

NUMBER

SHEET

I n t_ ft m y fi le s p w p r o d u c ti o n d m t-z h .d g n

MT DOT 569(3)

M a r c h

H a r r is

M il

C h e c k e d b y

D e s ig n e d b y

63906390

+4.3

0%

,4

.0

6.

450' VC

K = 250

+4.3

0%

N

16114

GPS

Line to be constructed

Slope stake limits

Slope stake limits

Existing ground

Profile grade

GPS

16115 earth wall, welded wire fence

Mechanically stabilized

437+81 to 443+09, LT

T Guardrail, LT

Profile grade

Existing ground

LEGEND:

Do Not Disturb / Do Not Drill 50 10002550

Scale in feet

LEGEND:

Do Not Disturb / Do Not Drill

425+00 to 440+00

PLAN AND PROFILE

CUYD

EXC.

CUYD

EMB.

440+00437+50435+00432+50430+00427+50425+00

6380 6415

6385 6420

6390 6425

6395 6430

6400 6435

6405 6440

6410 6445

6415 6450

6420 6455

Z.9

STATE PROJECT

NUMBER

SHEET

I n t_ ft m y fi le s p w p r o d u c ti o n d m t-z i.

d g n

MT DOT 569(3)

M a r c h

H a r r is

M il

C h e c k e d b y

D e s ig n e d b y

PLANS TO BE USED FOR GEOTECH DRILLING OPERTATIONS ONLY

Diann.Morehouse Oval

Diann.Morehouse Text Box B17-05

6460 6460

5 6465

6500 6505

P C

.3

P T

.9

IR

IR

6.

6.

,4

.3

-2.4000%

800' VC

K = 94

SSD = 451'

N

CP

16116

Slope stake limits

Slope stake limits

Line to be constructed

CP

16117

Curve= C1004

D

R= 3,000.00'

T= 222.70' welded wire fence

Mechanically stabilized earh wall, 437+81 to 443+09, LT

T Guardrail, LT

11592 e= 0.028

L= 444.59'

Existing ground

Profile grade Profile grade

Existing ground

LEGEND:

Do Not Disturb / Do Not Drill 50 10002550

Scale in feet

440+00 to 455+00

PLAN AND PROFILE

Location pre-approaved for drilling

Offset= 6.00 LT

Sta.= 443+00.00

E= 1079116.31

N= 654875.78

BH-SG17-06

SG17-06

BH

CUYD

EXC.

CUYD

EMB.

455+00452+50450+00447+50445+00442+50440+00

6450 6465

6455 6470

6460 6475

6465 6480

6470 6485

6475 6490

6480 6495

6485 6500

6490 6505

Z.10

STATE PROJECT

NUMBER

SHEET

I n t_ ft m y fi le s p w p r o d u c ti o n d m t-z j.

d g n

MT DOT 569(3)

M a r c h

H a r r is

M il

C h e c k e d b y

D e s ig n e d b y

64956495

05650

5 P C

.6

P T

.6

A C

IR

,4

.0

+3.6

0%

700' VC

K = 116

,5

.7

+3.6

0% +1.0000%

900' VC

K = 340

SSD = 856'

N

Existing ground

Profile grade

Slope stake limits

Slope stake limits Line to be constructed

CP

16118

CP

16119

Curve= C1005

D

R= 1,450.00'

T= 373.44'

Profile grade

Existing ground e= 0.052

L= 730.99'

LEGEND:

Do Not Disturb / Do Not Drill

50 10002550

Scale in feet

455+00 to 470+00

PLAN AND PROFILE

SG17-07

BH

Offset= 6.00 RT

Sta.= 470+00.00

E= 1080659.57

N= 657035.27

BH-SG17-07

CUYD

EXC.

CUYD

EMB.

470+00467+50465+00462+50460+00457+50455+00

6460 6485

6465 6490

6470 6495

6475 6500

6480 6505

6485 6510

6490 6515

6495 6520

6500 6525

Z.11

STATE PROJECT

NUMBER

SHEET

I n t_ ft m y fi le s p w p r o d u c ti o n d m t-z k .d g n

MT DOT 569(3)

M a r c h

H a r r is

M il

C h e c k e d b y

D e s ig n e d b y

65106510

65156515

65156515

206520

65206520

,5

.9

550' VC

K = 149

+4.

+1.0000%

,5

.0

460' VC

K = 115

SSD = 500'

N

Existing ground

Line to be constructed

Slope stake limits

Slope stake limits

CP

16120

Profile grade

1992210

LEGEND:

Do Not Disturb / Do Not Drill

50 10002550

Scale in feet

470+00 to 485+00

PLAN AND PROFILE

SG17-07

BH

CUYD

EXC.

CUYD

EMB.

485+00482+50480+00477+50475+00472+50470+00

6510 6530

6515 6535

6520 6540

6525 6545

6530 6550

6535 6555

6540 6560

6545 6565

6550 6570

Z.12

STATE PROJECT

NUMBER

SHEET

I n t_ ft m y fi le s p w p r o d u c ti o n d m t-z l.

d g n

MT DOT 569(3)

M a r c h

H a r r is

.M il

C h e c k e d b y

D e s ig n e d b y

6550 6550

6550 6

6570 6570

P O

T

.8

+0.7000%

,5

.1

400' VC

K = 174

,5

.3

+3.0

+1.4000

250' VC

K = 156

SSD = 799'

N

END PROJECT

495+00.00

MT DOT 569(3)

Line to be constructed

Slope stake limits

Slope stake limits

Existing ground

L T

GPS

16122

Profile grade

L T

El=6569.870

E=1082691.750

N=658491.391

LEGEND:

Do Not Disturb / Do Not Drill

50 10002550

Scale in feet

485+00 to 495+00

PLAN AND PROFILE

SG17-08

BH

Offset= 6.00 LT

Sta.= 493+00.00

E= 1082525.41

N= 658380.18

BH-SG17-08

CUYD

EXC.

CUYD

EMB.

497+50495+00492+50490+00487+50485+00

6540 6540

6545 6545

6550 6550

6555 6555

6560 6560

6565 6565

6570 6570

6575 6575

6580 6580

Z.13

STATE PROJECT

NUMBER

SHEET

I n t_ ft m y fi le s p w p r o d u c ti o n d m t-z m .d g n

MT DOT 569(3)

M a r c h

H a r r is

C h e c k e d b y

D e s ig n e d b y

ATTACHMENT C

Boring Logs

3-4-4 (2" = 11%)

3-2-5 (12" = 67%)

4-3-4 (14" = 78%)

7-10-9 (6" = 33%)

5-8-12 (12" = 67%)

7-11-12 (18" = 100%)

12-12-19 (18" = 100%)

10-16-18 (18" = 100%)

8-29-40 (16" = 89%)

11-11-18 (15" = 83%)

4-5-9 (18" = 100%)

33-50/3.5

A-1

S-1

A-2

S-2

A-3

S-3

A-4

S-4

A-5

S-5

A-6

S-6

A-7

S-7

A-8

S-8

A-9

S-9

A-10

S-10

A-11

S-11

A-12

S-12

ASPHALT 12 inches thick

Poorly-graded SAND with gravel and cobbles, loose, dark brown to black, moist, medium sand, subangular to subrounded, fine to coarse gravel. Fill.

Sandy lean CLAY with gravel, firm, gray to black, moist, medium plasticity, medium sand, micaceous.

Poorly-graded SAND with clay, loose, brown to gray, wet, medium to coarse sand, rounded to subrounded, trace fine gravel.

Well-graded GRAVEL with silt and sand (GW-GM), medium dense, gray, wet, fine to coarse gravel, subrounded to subangular, intense drill rig chatter from 8 to 8.5 feet.

Driller reports heaving sand at 9 feet.

Drill rig chatter stops at 12.5 feet.

SANDSTONE, bluish-gray, very fine to medium grained, highly to completely weathered, extremely weak to very weak rock (R0-R1). Residual soil is clayey SAND with gravel (SC), medium dense, bluish-gray, moist, medium sand, subrounded to subangular, micaceous.

Below 14 feet, greenish gray, residual soil is silty SAND with gravel, dense, fine to coarse gravel, subangular.

SHALE, bluish gray to greenish gray, very fine to coarse grained, highly to completely weathered, extremely weak to very weak rock (R0-R1). Residual soil is clayey SAND with gravel (SC), hard, bluish gray to greenish gray, moist, medium to high plasticity, medium to fine sand, fine to coarse gravel, subrounded.

SANDSTONE, bluish gray, very fine to coarse grained, highly to completely weathered, extremely weak to very weak rock (R0-R1). Residual soil is clayey SAND with gravel, very dense, bluish gray, moist, fine to medium sand, subangular to subrounded, fine to coarse gravel, clasts of basalt, shale, and quartzite.

Increased drilling resistance from 26 to 26.3 feet.

Below 26.3 feet, residual soil is silty SAND, medium dense, bluish gray, moist, medium to coarse sand, subangular to subrounded, trace fine gravel.

SHALE, bluish gray, very fine to medium grained, highly to completely weathered, extremely weak to very weak rock (R0-R1). Residual soil is sandy fat CLAY (CH), stiff, bluish gray, moist, medium to high plasticity, fine to medium sand.

1.0

3.5

7.5 8.0

12.5

18.5

23.0

26.2

33.0

39.5

RECOVERY (%)

0 50

FIELD "N" VALUE

FIELD

BLOW

COUNT

(Recovery)

LATITUDE (DEGREES): N 45° 58' 48.72" (45.9802°)

LONGITUDE (DEGREES): W -113° 0' 59.04" (-113.0164°)

ELEVATION: 6260' [Project Datum]

D E

P T

H ft

E

LE

V ft)

Sheet 1 of 2

BORING LOG (US Customary Units)

S A

M P

LE

DRILLING METHODS:

DATE FINISHED:

TOTAL DEPTH: 44.5' (BOTTOM ELEV: 6215.5')

LIQUID LIMIT

RQD (%)

AFTER DRILLING

3" OD Split Spoon (D&M)

HQ Rock Core

Hollow Stem Auger

AT COMPLETION

G R

A P

H

IC

L O

G

DESCRIPTION

8 inch Hollow Stem Auger to 39 feet, HQ Wireline Coring from 39 to 44.5 feet

385+62, -6.5 385+62

0.0

4.0

8.0

12.0

16.0

20.0

24.0

28.0

32.0

36.0

40.0

6260.0

6256.0

6252.0

6248.0

6244.0

6240.0

6236.0

6232.0

6228.0

6224.0

6220.0

NOTES:

BORING BH17-01

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

R

IN

G L

O G

S \M

T \N

O R

T H

O F

M O

O S

E C

R E

E K

G

IN

T \M

T D

O T

(3

M O

O S

E C

R E

E K

M A

S T

E R

.G P

J

Li b:

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

.G

LB

ri nt ed : 1

1/ 6/

2" OD Split Spoon (SPT)

SK Geotech LOGGER: N. Farny

Sunny, 40° F

DATE STARTED:

0.0

FEDERAL HIGHWAY ADMINISTRATION

VANCOUVER, WASHINGTON

GEOTECHNICAL SECTION

Chad Binstock

WEATHER:

1'

PROJECT: MT DOT 569(3) North of Moose Creek North

Automatic - Efficiency 78%

8.5'

WATER LEVELS

HAMMER:

WHILE DRILLING

DRILLER:

DRILL: Diedrich D-120

D E

P T

H ft

5/10/2017

S A

M P

LE

R

5/10/2017

STATION, OFFSET:

PLASTIC LIMIT

(18" = 300%)

R-1

SANDSTONE, bluish-gray, very fine to medium grained, highly to moderately weathered, very weak rock (R1), friable. Residual soil is clayey SAND with gravel, medium dense, bluish-gray, moist, medium sand, subrounded to subangular, micaceous.

No recovery from 39.5 to 42 feet, washed away by drilling water.

SILTSTONE, gray, very fine to medium grained, slightly weathered, medium strong to strong rock (R3-R4), medium grained sandstone layers from 42.3 to 42.5 feet and 43.25 to 43.9 feet. No discontinuities, all mechanical fractures.

RCT = 12 minutes 57 seconds.

Bottom of hole.

Artesian water flow observed after core run R1. Hole abandoned and backfilled with auger cuttings and bentonite.

Water level after drilling but before the removal of augers was 3.5 feet above the ground surface.

42.0

44.5

RECOVERY (%)

0 50

FIELD "N" VALUE

FIELD

BLOW

COUNT

(Recovery)

LATITUDE (DEGREES): N 45° 58' 48.72" (45.9802°)

LONGITUDE (DEGREES): W -113° 0' 59.04" (-113.0164°)

ELEVATION: 6260' [Project Datum]

D E

P T

H ft

E

LE

V ft)

Sheet 2 of 2

BORING LOG (US Customary Units)

S A

M P

LE

DRILLING METHODS:

DATE FINISHED:

TOTAL DEPTH: 44.5' (BOTTOM ELEV: 6215.5')

LIQUID LIMIT

RQD (%)

AFTER DRILLING

3" OD Split Spoon (D&M)

HQ Rock Core

Hollow Stem Auger

AT COMPLETION

G R

A P

H

IC

L O

G

DESCRIPTION

8 inch Hollow Stem Auger to 39 feet, HQ Wireline Coring from 39 to 44.5 feet

385+62, -6.5 385+62

40.0

44.0

48.0

52.0

56.0

60.0

64.0

68.0

72.0

76.0

80.0

6220.0

6216.0

6212.0

6208.0

6204.0

6200.0

6196.0

6192.0

6188.0

6184.0

6180.0

NOTES:

BORING BH17-01

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

R

IN

G L

O G

S \M

T \N

O R

T H

O F

M O

O S

E C

R E

E K

G

IN

T \M

T D

O T

(3

M O

O S

E C

R E

E K

M A

S T

E R

.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 : 1

1/ 6/

2" OD Split Spoon (SPT)

SK Geotech LOGGER: N. Farny

Sunny, 40° F

DATE STARTED:FEDERAL HIGHWAY ADMINISTRATION

VANCOUVER, WASHINGTON

GEOTECHNICAL SECTION

Chad Binstock

WEATHER:

1'

PROJECT: MT DOT 569(3) North of Moose Creek North

Automatic - Efficiency 78%

8.5'

WATER LEVELS

HAMMER:

WHILE DRILLING

DRILLER:

DRILL: Diedrich D-120

D E

P T

H ft

5/10/2017

S A

M P

LE

R

5/10/2017

STATION, OFFSET:

PLASTIC LIMIT

8-13-17 (16" = 89%)

10-10-17 (16" = 89%)

8-5-15 (16" = 89%)

6-6-9 (18" = 100%)

A-1

S-1

A-2

S-2

A-3

S-3

A-4

S-4

A-5

ASPHALT 12 inches thick

No sampling Driller's Note: Became softer at 12 feet.

See BH17-01 boring log

SHALE, bluish gray, very fine to medium grained, highly to completely weathered, extremely weak (R0). Residual soil is clayey sand with gravel (SC), medium dense, bluish gray, moist, medium plasticity, medium to fine sand, fine to coarse subrounded gravel.

SANDSTONE, bluish gray, very fine to coarse grained, highly to completely weathered, extremely weak to very weak rock (R0-R1). Residual soil is clayey SAND with gravel, very dense, bluish gray, moist, fine to medium sand, subangular to subrounded, fine t Below 26.3 feet residual soil is silty SAND, medium dense, bluish gray, moist, medium to coarse sand, subangular to subrounded, trace fine gravel.

SHALE, bluish gray, very fine to medium grained, highly to completely weathered, extremely weak (R0). Residual soil is sandy fat CLAY (CH), stiff, bluish gray to greenish brown, moist, high plasticity.

1.0

20.0

23.0

26.2

33.0

39.5

RECOVERY (%)

0 50

FIELD "N" VALUE

FIELD

BLOW

COUNT

(Recovery)

LATITUDE (DEGREES): N 45° 58' 48.72" (45.9802°)

LONGITUDE (DEGREES): W -113° 0' 59.04" (-113.0164°)

ELEVATION: 6260' [Project Datum]

D E

P T

H ft

E

LE

V ft)

Sheet 1 of 3

BORING LOG (US Customary Units)

S A

M P

LE

DRILLING METHODS:

DATE FINISHED:

TOTAL DEPTH: 100' (BOTTOM ELEV: 6160')

LIQUID LIMIT

RQD (%)

AFTER DRILLING

HQ Rock Core

Hollow Stem Auger

2" OD Split Spoon (SPT)

AT COMPLETION

G R

A P

H

IC

L O

G

DESCRIPTION

8 inch Hollow Stem Auger to 40 feet, HQ Wireline Coring from 40 to 100 feet

385+59, -6.5 385+59

0.0

4.0

8.0

12.0

16.0

20.0

24.0

28.0

32.0

36.0

40.0

6260.0

6256.0

6252.0

6248.0

6244.0

6240.0

6236.0

6232.0

6228.0

6224.0

6220.0

NOTES:

BORING BH17-01A

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 \M

T \N

O R

T H

O F

M O

O S

E C

R E

E K

G

IN

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1/ 6/

7 Haztech LOGGER: D. Morehouse

Sunny, 30° to 70° F

DATE STARTED:

0.0

FEDERAL HIGHWAY ADMINISTRATION

VANCOUVER, WASHINGTON

GEOTECHNICAL SECTION

Chris Peterson

WEATHER:

0.5'

PROJECT: MT DOT 569(3) North of Moose Creek North

Automatic - Efficiency 90%

WATER CONTENT (%)

8.5'

WATER LEVELS

HAMMER:

WHILE DRILLING

DRILLER:

DRILL: BK 81

D E

P T

H ft

6/21/2017

S A

M P

LE

R

6/21/2017

STATION, OFFSET:

36-50/5.5" (11" = 102%)

S-5

R-1

R-2

R-3

R-4

R-5

R-6

R-7

R-8

SANDSTONE, bluish gray, very fine to medium grained, highly to completely weathered, extremely weak to very weak rock (R0-R1). Residual soil is clayey SAND with gravel, very dense, gray, wet, medium plasticity, very fine to medium sand, multi-colored fin Interbedded SILTSTONE, SANDSTONE, and SHALE gray, very fine to medium grained, completely weathered to moderately weathered, extremely weak to very weak rock (R0-R1). Residual soils include SAND, SILT, and fat CLAY with gravel, gray, low to high plasticity.

GRAVEL seam, 2 inches thick, multi-colored, fine, subround.

Coal/organic 1 inch thick, brownish-black.

Interbedded CONGLOMERATE, SANDSTONE, SILTSTONE, and SHALE, grayish brown, very fine to medium grained, highly to completely weathered, extremely weak to very weak rock (R0-R1), conglomerate consists of sand and gravel sized clasts.

42.0

64.0

RECOVERY (%)

0 50

FIELD "N" VALUE

FIELD

BLOW

COUNT

(Recovery)

LATITUDE (DEGREES): N 45° 58' 48.72" (45.9802°)

LONGITUDE (DEGREES): W -113° 0' 59.04" (-113.0164°)

ELEVATION: 6260' [Project Datum]

D E

P T

H ft

E

LE

V ft)

Sheet 2 of 3

BORING LOG (US Customary Units)

S A

M P

LE

DRILLING METHODS:

DATE FINISHED:

TOTAL DEPTH: 100' (BOTTOM ELEV: 6160')

LIQUID LIMIT

RQD (%)

AFTER DRILLING

HQ Rock Core

Hollow Stem Auger

2" OD Split Spoon (SPT)

AT COMPLETION

G R

A P

H

IC

L O

G

DESCRIPTION

8 inch Hollow Stem Auger to 40 feet, HQ Wireline Coring from 40 to 100 feet

385+59, -6.5 385+59

40.0

44.0

48.0

52.0

56.0

60.0

64.0

68.0

72.0

76.0

80.0

6220.0

6216.0

6212.0

6208.0

6204.0

6200.0

6196.0

6192.0

6188.0

6184.0

6180.0

NOTES:

BORING BH17-01A

COMPANY:

F ile

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W A

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R A

R Y nt ed : 1

1/ 6/

7 Haztech LOGGER: D. Morehouse

Sunny, 30° to 70° F

DATE STARTED:FEDERAL HIGHWAY ADMINISTRATION

VANCOUVER, WASHINGTON

GEOTECHNICAL SECTION

Chris Peterson

WEATHER:

0.5'

PROJECT: MT DOT 569(3) North of Moose Creek North

Automatic - Efficiency 90%

WATER CONTENT (%)

8.5'

WATER LEVELS

HAMMER:

WHILE DRILLING

DRILLER:

DRILL: BK 81

D E

P T

H ft

6/21/2017

S A

M P

LE

R

6/21/2017

STATION, OFFSET:

R-9

R-10

R-11

R-12

Same as above.

Boring terminated at a depth of 100 feet.

Artesian water flow observed after SPT #5. Water level was 2 feet below ground surface about 10 minutes after removal of the split spoon sampler.

Water level 1 hour after drilling reaching termination depth

100.0

RECOVERY (%)

0 50

FIELD "N" VALUE

FIELD

BLOW

COUNT

(Recovery)

LATITUDE (DEGREES): N 45° 58' 48.72" (45.9802°)

LONGITUDE (DEGREES): W -113° 0' 59.04" (-113.0164°)

ELEVATION: 6260' [Project Datum]

D E

P T

H ft

E

LE

V ft)

Sheet 3 of 3

BORING LOG (US Customary Units)

S A

M P

LE

DRILLING METHODS:

DATE FINISHED:

TOTAL DEPTH: 100' (BOTTOM ELEV: 6160')

LIQUID LIMIT

RQD (%)

AFTER DRILLING

HQ Rock Core

Hollow Stem Auger

2" OD Split Spoon (SPT)

AT COMPLETION

G R

A P

H

IC

L O

G

DESCRIPTION

8 inch Hollow Stem Auger to 40 feet, HQ Wireline Coring from 40 to 100 feet

385+59, -6.5 385+59

80.0

84.0

88.0

92.0

96.0

100.0

104.0

108.0

112.0

116.0

120.0

6180.0

6176.0

6172.0

6168.0

6164.0

6160.0

6156.0

6152.0

6148.0

6144.0

6140.0

NOTES:

BORING BH17-01A

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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S \M

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T H

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M O

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R E

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IN

T \M

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M O

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T _L

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W A

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R A

R Y nt ed : 1

1/ 6/

7 Haztech LOGGER: D. Morehouse

Sunny, 30° to 70° F

DATE STARTED:FEDERAL HIGHWAY ADMINISTRATION

VANCOUVER, WASHINGTON

GEOTECHNICAL SECTION

Chris Peterson

WEATHER:

0.5'

PROJECT: MT DOT 569(3) North of Moose Creek North

Automatic - Efficiency 90%

WATER CONTENT (%)

8.5'

WATER LEVELS

HAMMER:

WHILE DRILLING

DRILLER:

DRILL: BK 81

D E

P T

H ft

6/21/2017

S A

M P

LE

R

6/21/2017

STATION, OFFSET:

6-4-2 (14" = 78%)

2-2-7 (9" = 50%)

10-21-26 (10" = 56%)

6-5-4 (11" = 61%)

5-9-9 (10" = 56%)

8-8-11 (18" = 100%)

8-14-17 (16" = 89%)

7-13-18 (18" = 100%)

7-3-1 (15" = 83%)

11-16-14 (18" = 100%)

4-10-14 (18" = 100%)

A-1

S-1

A-2

S-2

A-3

S-3

A-4

S-4

A-5

S-5

A-6

S-6

A-7

S-7

A-8

S-8

A-9

S-9

A-10

S-10

A-11

S-11

A-12

ASPHALT 12.5 inches thick

Poorly-graded SAND with gravel and cobbles, loose, dark brown, moist, medium sand, subangular to subrounded, fine to coarse gravel. Fill.

Clayey SAND with gravel (SC) trace of organics, medium dense, dark brown, moist. Fill.

Sandy GRAVEL, dense, multi-colored, wet, fine, subround, fine to coarse sand.

Driller's Note: Gravelly while augering.

Water from California Creek encountered at 7.2 feet below ground surface.

Silty SAND with gravel, dense, cream and black, wet, medium to coarse, multi-colored subround gravel .

Clayey SAND with gravel (SC), loose to medium dense, grayish-brown, moist, medium plasticity.

SANDSTONE, bluish-gray, very fine to medium grained, highly to completely weathered, extremely weak to very weak rock (R0-R1). Clayey SAND with gravel (SC), dense, bluish-gray, moist, medium plasticity.

Very loose, wet.

SANDSTONE, bluish-gray, very fine to medium grained, highly to completely weathered, extremely weak to very weak rock (R0-R1). Clayey SAND with gravel (SC), medium dense, bluish-gray, moist, medium plasticity.

SANDSTONE, gray, very fine to medium grained, highly to completely weathered, extremely weak to very weak rock (R0-R1). Residual soil is clayey SAND, medium dense, 1.0

2.5

7.0

8.8 9.5

18.0

28.0

38.0

Organic Content - 4.78%

Organic Content - 4.78%

Organic Content - 2.35%

Organic Content - 2.35%

RECOVERY (%)

0 50

FIELD "N" VALUE

FIELD

BLOW

COUNT

(Recovery)

LATITUDE (DEGREES): N 45° 58' 48.72" (45.9802°)

LONGITUDE (DEGREES): W -113° 0' 57.96" (-113.0161°)

ELEVATION: 6261' [Project Datum]

D E

P T

H ft

E

LE

V ft)

Sheet 1 of 3

BORING LOG (US Customary Units)

S A

M P

LE

DRILLING METHODS:

DATE FINISHED:

TOTAL DEPTH: 100' (BOTTOM ELEV: 6161')

LIQUID LIMIT

RQD (%)

AFTER DRILLING

HQ Rock Core

Hollow Stem Auger

2" OD Split Spoon (SPT)

A…