GM_31-17_North_Moose_Creek_Preliminary_Foundation_Recommendations__FINAL_1.pdf

Memorandum

Western Federal Lands Highway Division 610 E. Fifth Street

Vancouver, WA 98661-3801

TO: Keith Wong, Project Manager

CC: Benn Oltmann, Structural Engineer

FROM: Diann Morehouse, Geotechnical Engineer

DATE: December 15, 2017

In Reply Refer To: HFL-17

SUBJECT: California Creek Bridge Replacement Preliminary Foundation Recommendations North of Moose Creek North

MT DOT569(3)

Geotechnical Memorandum GM31-17

INTRODUCTION

This memorandum provides preliminary foundation recommendations for the bridge across California Creek as part the North of Moose Creek North Phase 3 roadway project. This project is located on Montana State Highway 569, approximately 15 road miles south of Anaconda, Montana, in Deer Lodge County. The coordinates for the bridge are 45.9802°N, -113.0164°W

(WGS84).

PROJECT DESCRIPTION

The existing bridge over California Creek was constructed in 1940 and is a 3 span, timber girder structure on timber piling foundations. The existing structure is approximately 26 feet wide and 57 feet long with limited freeboard above the water surface. The proposed project involves replacing the existing bridge with a single span structure approximately 28 feet wide and 80 feet long. The proposed bridge will be located on the same alignment and the roadway grade and bridge deck elevation will be raised by approximately 3 feet to allow for additional flow volume beneath the structure.

PHYICAL SETTING AND GEOLOGY

Physical Setting 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. 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.

December 15, 2017 North of Moose Creek North

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Page Two

Geology 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 (Ruppel et al, 1993). The alluvium is described as channel, flood plain, and alluvial fan deposits and consisted of poorly-graded sand, well-graded gravel, silty sand, and sandy gravel in the borings. Material interpreted to be fill was encountered in borings on or near the existing roadway and associated embankments.

Bedrock encountered in the borings at the bridge site is interpreted to be 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 (Ruppel et al, 1993). The Bozeman Group ranges in thickness from less than 9800 feet to approximately 15,000 feet.

Attachment A contains a geologic map of the project site and surrounding area.

SITE CONDITIONS

The stream bed consists of sub-rounded gravel and sand-size particles with occasional cobbles.

The banks of the incised creek consist of clayey sand with gravel and occasional cobbles. The bridge site is located where California Creek turns about 45 degrees to the direction of traffic.

Upstream and downstream from the bridge the creek runs parallel to direction of traffic and adjacent to the existing embankment slopes for several hundred feet. The existing bridge abutments are skewed from the longitudinal direction about 45 degrees. The proposed bridge abutments will be skewed about 30 degrees from longitudinal direction. Beaver dams are present upstream and downstream from the bridge site.

SUBSUFACE CONDITIONS

The first phase of the subsurface drilling investigation was completed in May 2017 by SK Geotechnical, Inc. from Billings, Montana. Diedrich D-120 truck-mounted drill rig advanced boring BH17-01. Haz-tech Drilling, Inc., from Meridian, Idaho, performed the second phase of the subsurface investigation in June 2017. A CME 85 truck-mounted drill rig advanced borings BH17-01A, BH17-02, and BH17-04. Figure 1 shows the boring locations near California Creek Bridge. All project boring logs are provided in Geotechnical Memorandum GM19-17, North Moose Creek Subsurface Investigation and Preliminary Recommendations, dated November 6, 2017. Borings logs for borings discussed in this memorandum are included in Attachment B.

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 this boring include loose sand and firm sandy lean clay. Near stream elevation wet loose, sand and medium dense silty gravel was encountered. Starting at about 12.5 feet, 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.

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Page Three 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 completely weathered layers consist of medium dense to very dense silty sand.

Corrected (N1)60 values range from 4 to 100 bpf.

Figure 1:Boring Locations at California Creek

BH17-01A

BH17-02

BH17-01

BH17-04

120 feet

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Page Four

GROUNDWATER

Groundwater was encountered in all three borings at California Creek (BH17-01, BH17-01A, and BH17-02) during drilling between 7 and 8 feet below the ground surface, which is close to the water surface elevation at the time of drilling. A confined aquifer with artesian pressures was also encountered in these three borings approximately 39 feet below ground surface. At the end of drilling the artesian water reaching about 2 feet above the ground surface in the casing was flowing 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 BH17-04 at approximately 7 feet below the existing roadway surface.

SCOUR AND STREAM ELEVATIONS

Scour elevations were provided by Jim Neighorn of the WFLHD Hydraulics Group. The 100-year scour elevation is 6247.4 feet and the 500-year check flood scour elevations is 6246.9 feet.

The scour elevations provided are total scour including local and contraction scour. As the two scour elevations are close, a scour elevation of 6247 is used for the preliminary foundation analysis as presented in this memorandum.

Ordinary high water elevations were reported at 6253.1 feet. The 100-year stream elevations were reported at 6254 feet.

SEISMIC HAZARD

Information from the USGS Earthquake Hazards Program website was used to locate nearby faults. The closest mapped active fault is located 38 miles from the bridge site. The closest three Quaternary-aged faults are listed below:

• Vendome Fault is located approximately 38 miles east south east from the project

• Whitetail Creek Fault is located approximately 43 miles east of the project

• Blacktail fault, Cottonwood section is about 70 miles south of the project.

SITE SEISMICITY

The procedures outlined in Section 3.10 of the 7th Edition of the AASHTO LRFD Manual (2014) were followed to characterized the seismic hazard. These procedures wed a design earthquake with a 7 percent probability of exceedance(PE) in 75 years, which equates to a return period of approximately 1000 years. Based on the AASHTO procedures, and the standard penetration resistance in the top 100 feet of the soil profile at the project site, the AASHTO seismic Site Class for the California Creek Bridge is Site Class D.

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Page Five The USGS interactive deaggregation website using the 2009 AASHTO map data was used to determine the peak ground acceleration and spectral acceleration at the project site based on Site Class B rock. The spectral acceleration was then scaled to Site Class D using the site factors recommended by AASHTO (2014) to represent the seismic accelerations based on actual ground conditions. The results of this analysis are presented in Table 1.

Table 1: Summary of Seismic Parameters (7% PE in 75 years)

Site Class at Project Site (by Soil Type and Penetration Resistance in Top 100 feet of Soil Profile) D

Horizontal Peak Ground Acceleration on Site Class B Rock (PGA) 0.104 g Horizontal Response Spectral Acceleration at Period of 0.2 second on Site Class B Rock (SS) 0.249 g

Horizontal Response Spectral Acceleration at Period of 1.0 second on Site Class B Rock (S1) 0.088 g

Scaled Peak Ground Acceleration for Project Site, Site Class D (AS) 0.166g Scaled Peak Ground Acceleration for Project Spectral Acceleration at a Period of

0.2 second for Project Site, Site Class D (SDS) 0.398g

Scaled Peak Ground Acceleration for Project Spectral Acceleration at a Period of

1.0 second for Project Site, Site Class D (SD1) 0.212g

AASHTO Seismic Zone 2

The values in Table 1 were used to develop the AASHTO 5-percent Damped Design Response Spectrum for this project site and is shown below in Figure 2.

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Page Seven

Figure 2: Response Spectrum for California Creek Bridge site.

LIQUEFACTION

Soils that were encountered below the water table at the site were interpreted to be residual Tertiary-age bedrock that would not be susceptible to liquefaction. FOUNDATION

SELECTION

Both shallow and deep foundation concepts were considered for support of the superstructure at this location. Site conditions, subsurface conditions, scour, design loading, constructability, and cost were the major factors considered when evaluating foundation alternatives.

Shallow foundations, including a Geosynthetic Reinforced Soil - Integrated Bridge System (GRS-IBS) were considered. A shallow foundation such as a spread footing or GRS abutment wall would need to bear below the estimated scour elevation of 6247 feet. This is approximately 13 feet below the current roadway grade and approximately 6 feet below the groundwater table.

The temporary excavation would be difficult and would require the need for significant dewatering. In addition, with the assumed proximity of the temporary bridge to the new bridge would result in difficult construction sequencing. Based on these considerations, a shallow foundation is not recommended.

Both driven piles and drilled shafts are feasible deep foundation alternatives for support of the proposed superstructure. However, based on the load support requirements for the proposed structure and typical costs for drilled shaft construction, drilled shafts are not recommended.

Driven piling is therefore the preferred alternative for support of the proposed superstructure. It will be more cost effective and can typically be installed more quickly as compared to drilled shafts.

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Page Three While driven piling is the recommended foundation type, there are some risks that should be considered in the design. Due to the scour elevation and the nature of subsurface materials, the piling will need to be driven relatively deep to achieve the required capacity as discussed in the following sections. Also, the type and densities of subsurface materials could result in piles “running” without achieving the required capacity.

The FHWA Design and Construction of Driven Pile Foundations (Hannigan, et al, 2016) manual discusses pile selection based on subsurface and hydraulic conditions. The recommended pile types for artesian pressures include solid pre-stressed concrete piles and tapered piles with sufficient collapse strength. Thick-walled closed end pipe piles with a flat end plate is also recommended; however, pile heave may occur in closed end pile. H-piles without driving shoes may also be a viable selection.

Considering these options and the desire to stay out of the confined aquifer two rows of five 18-inch diameter with 0.75-inch wall thickness closed-end pipe piles are recommended. The full length of the piles should be filled with concrete.

PRELIMINARY FOUNDATION LOADS

The single span, precast deck bulb-tee girder bridge is 80 feet long and 28 feet wide.

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Page Nine Preliminary axial loads were provided by the WFLHD Structural Group on June 29, 2017 and are summarized in the list below. Downdrag loads are not expected on the piles.

• Service I – 110 kip/pile – total unfactored load

• Strength I – 162 kip/pile – total factored load

• Structure’s preliminary assumption is six piles per abutment (one per girder)

The factored axial geotechnical resistance is determined using a resistance factor (ϕdyn) of 0.65.

AASHTO Table 10.5.5.2.3-1 provides a resistance factor based on driving criteria. A resistance factor of 0.65 assumes that at least one dynamic pile load test will be performed at each substructure. The maximum strength limit state factored loads were divided by the resistance factor to obtain the required nominal axial geotechnical resistance.

PRELIMINARY DRIVEN PILING RECOMMENDATIONS

The recommended pile type for both bridge abutments is a closed-end 18-inch diameter pipe pile with 0.75-inch wall thickness. A 60 degree inside flange conical driving point is recommended for pile end closure. Since much of the pile capacity will be from skin resistance, the driving point should not project beyond the perimeter of the pile.

A minimum of two rows of five piles for a total of ten pipe piles are recommended to support each bridge abutment. The recommended center-to-center spacing of the driven piling at each bent should be at least 2.5 times the pile diameter, AASHTO Article 10.7.1.2.

Driven piling was analyzed for axial capacity by the static methods recommended in the AASHTO LRFD Specification (2014 with 2016 Interim Revisions) and by using the AllPile computer program (Version 7.15f) developed by CivilTech Software. Allpile’s vertical pile analysis is based on the method recommended in the NAVY DM-7 (NAVFAC) manual.

Analyses results showing foundation profiles and soil conditions, and vertical analyses results for 18-inch diameter pipe piles at each abutment for the Service I and Strength I Limit States appear in Attachment C. The graphs show the capacity for a ten-pile group. The axial capacity analyses are intended to be used to estimate pile group capacity and determine pile lengths for contract documents.

Note that corrected (N1)60 values (not shown on the boring logs) were used for the analyses.

Determination of (N1)60 blow counts were discussed above under the Liquefaction section.

Drained friction angles used in axial analysis are based on AASHTO Table 10.4.6.2.4-1 Correlation of SPT (N1)60 Values to Drained Friction Angle of Granular Soils.

Based on preliminary foundation loads and ten piles per abutment, the piles are expected to achieve the required capacity at the depths below ground surface (bgs) and elevations shown in Table 2. These recommendations result from analyses performed under the Strength I Limit State at each abutment.

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Page Three

Table 2: Recommended Pile Lengths and Elevations per Abutment

West Abutment East Abutment Pile Length (ft.) 28 28

Estimated Tip Elevation 6227 6228

Further analyses to determine geotechnical capacity may be required if loads in excess of the reported preliminary loads are needed.

PILE SETUP

Driving the pile will increase pore water pressure around the pile resulting in a reduction in the effective stress and the shear strength. This will reduce the nominal resistance of the pile during driving. As the excess pore pressures dissipate the nominal resistance will increase or “set-up.”

AASHTO (2014) recommends allowing 2 days for silty sands and 7-14 days (and possibly more) for silts and clays for pile set-up. The recommended setup time for this project is 2 days.

DYNAMIC PILE LOAD TESTS

Dynamic pile load tests and signal matching are recommended to verify the pile capacity during construction. One test pile is recommended at each abutment. The dynamic testing should be performed on the first pile driven at each abutment in order to establish the driving criteria for that abutment. The test should be performed during the initial pile driving and on a restrike test on the same pile after the pile has had time to set-up. The recommended time between the initial pile end-of-drive dynamic load test and the restrike test is 2 days. No other piling should be driven in the same abutment during the setup time period.

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SETTLEMENT

The settlement of the pile groups at the Service I Limit State is anticipated to be less than ½ inch.

Settlement is relative to the elevation as measured at the bottom of the pile cap.

Summary of pile recommendations:

• Pile type: closed-end 30-inch diameter with 0.75-inch wall thickness,

• End closure: 60° conical driving point (inside flange),

• Number of piles: Ten minimum per abutment,

• Pile center-to-center spacing: approximately 8.0 feet for 5 piles (minimum of 2.5 times the pile diameter) and two rows with a spacing of 5 feet,

• Estimated pile tip elevation: 6226 feet at the east abutment and 6225 at the west abutment,

• One dynamic load test with signal matching at each abutment (2 total),

• Pile setup time: 2 days.

LATERAL ANALYSIS

Table 3 provides the soil parameters that are recommended to analyze lateral foundation loads.

The values in Table 3 do not include reduction factors or load factors. A strength limit state resistance factor of 1.0 is specified in AASHTO (2014) for lateral geotechnical resistance of a single pipe or pile group. Factored strength limit state lateral loads should be used in the analysis.

The values in the table are for single piles and do not account for the reduced lateral resistance of piles in a group. P-multipliers are a function of center-to-center pile spacing and the number of rows of piles. P-multipliers are specified in Table 10.7.2.4-1 in AASHTO (2014).

Driven piling was analyzed for lateral capacity by using the LPile computer program (Version 2018.10.01) developed by Ensoft, Inc. Software.

The lower stratum of conglomerate bedrock is modeled in L-Pile as a stiff clay due to the apparent friction and cohesion of rock.

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Page Eleven Table 3: Recommended Soil parameters for Lateral Analysis.

Location Elevation (ft.) Material Description γ

(lb/ft3) γ'

(lb/ft3) ϕ'

(degree) Cohesion lb/ft2

Rate of Increase of Modulus

E with Depth, k (lb/in3)

Soil Strain, E50

West Abutment

6255 -

Mod. Stiff Clay w/o Free Water

90 - - 100 0.020

6253 -

Sand - 45 34 - 20 -

6248 -

Mod. Stiff Clay w/o Free Water

- 35 - 1000 1000 0.010

6237 -

Stiff Clay w/o Free Water

- 35 - 1000 1000 0.005

6227 -

Stiff Clay w/o Free Water

- 30 - 500 2000 0.004

6196 -

Stiff Clay w/o Free Water

- 65 38 500 2000 0.004

East Abutment

6256 -

Mod. Stiff Clay w/o Free Water

90 - - 100 20 0.020

6253 -

Sand - 50 34 - 20 -

6251 -

Mod. Stiff Clay w/o Free Water

- 45 - 1000 1000 0.01

6240 -

Stiff Clay w/o Free Water

- 35 0- 1000 1000 0.005

6220 -

Stiff Clay w/o Free Water

- 30 - 500 2000 0.004

6207 -

Stiff Clay w/o Free Water

- 45 - 1000 2000 0.004

6185 -

Stiff Clay w/o Free Water

- 65 38 500 2000 0.004

NOTES:

1. Estimated groundwater elevation is 6254 feet.

2. γ = moist unit weight

3. γ’ = effective unit weight

4. ϕ' = effective internal angle of friction

5. k = reaction modulus (p-y modulus)

WING WALLS

Structural Backfill (FP-14 Subsection 704.04) should be used as backfill behind abutment walls and wing walls. Geocomposite sheet drains connected to drain pipe and weep holes should be installed behind walls to ensure adequate drainage. The soil parameters listed in Table 5 may be

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Page Eleven used to determine the lateral earth pressures exerted on the abutment walls and wing walls. The parameters listed in Table 4 assume a vertical wall with level ground at the top of the wall.

Table 4: Recommended Soil Parameters for Abutment Wall Design

Parameter Design Value * Moist Unit Weight 130 pcf Angle of Internal Friction 34 degrees Active Earth Pressure Coefficient, Ka 0.28 Active Equivalent Fluid Pressure 37 psf/ft At-Rest Earth Pressure Coefficient, Ko 0.44 At-Rest Equivalent Fluid Pressure 57 psf/ft Passive Earth Pressure Coefficient, Kp 3.54 Passive Equivalent Fluid Pressure 460 psf/ft Wall-Backfill Interface Friction Angle, δ 26 degrees *Design values based on a drained condition behind the wall. Geocomposite drains with connector grates, drain pipe, and weep holes are required.

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CLOSING

This memorandum presents the results of subsurface investigations, laboratory tests, and preliminary foundation recommendations to design foundations for the California Creek Bridge located on Montana State Highway 569 in Deer Lodge County, Montana. A geotechnical report containing final foundation recommendations will be provided to the WFLHD Structures Section once final geometry and design loads of the new structure have been determined.

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

REFERENCES

AASHTO, LRFD Bridge Design Specifications, Seventh Edition (2014 with 2016 Interim Revisions), American Association of State Highway and Transportation Officials, Washington, D.C.

Hannigan, et al, (2016) Design and Construction of Driven Pile Foundations, Geotechnical Engineering Circular No. 12, Publication No. FHWA-NHI-16-009, U.S. Department of Transportation, Federal Highway Administration.

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.

Montana Department of Transportation, MDT Geotechnical Design Manual, Chapter 16, dated July 2008, http://www.mdt.mt.gov/publications/manuals.shtml, accessed October 2017.

U.S. Geological Survey, Quaternary Fault and Fold Database of the United States: Interactive Fault Map, USGS Earthquake Hazards Program, https://earthquake.usgs.gov/hazards/qfaults/map/#qfaults, accessed October 2017.

U.S. Geological Survey, Unified Hazards Tool: Earthquake Hazard and Probability Maps, USGS Earthquake Hazards Program, https://earthquake.usgs.gov/hazards/interactive/, accessed October 2017.

ATTACHMENTS

A. Geologic Map B. Axial Geotechnical Pile Resistance Graphs cc: Jim Neighorn, Hydraulics Engineer Nathan Jenks, Geotechnical Engineer and Team Lead Brian Collins, Sr. Geotechnical Engineer mailto:Diann.Morehouse@dot.gov http://www.mdt.mt.gov/publications/manuals.shtml https://earthquake.usgs.gov/hazards/qfaults/map/#qfaults https://earthquake.usgs.gov/hazards/interactive/

ATTACHMENT A

Project Vicinity Geologic Map

MT DOT 569(3)

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

California Creek Bridge 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

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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

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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

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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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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

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T _L

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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)

AT COMPLETION

G R

A P

H

IC

L O

G

DESCRIPTION

8 inch Hollow Stem Auger to 50 feet, HQ Wireline Coring from 50 to 100 feet

386+55, 6.5 386+55

0.0

4.0

8.0

12.0

16.0

20.0

24.0

28.0

32.0

36.0

40.0

6261.0

6257.0

6253.0

6249.0

6245.0

6241.0

6237.0

6233.0

6229.0

6225.0

6221.0

NOTES:

BORING BH17-02

COMPANY:

F ile

: I :\T

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S \G

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L O

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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:

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 (%)

7.3'

WATER LEVELS

HAMMER:

WHILE DRILLING

DRILLER:

DRILL: BK 81

D E

P T

H ft

6/22/2017

S A

M P

LE

R

6/22/2017

STATION, OFFSET:

10-12-17 (18" = 100%)

9-16-11 (13" = 72%)

6-11-12 (18" = 100%)

S-12

A-13

S-13

A-14

S-14

R-1

R-2

R-3

R-4

R-5

R-6 cream and black, wet, coarse.

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

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). Residual soil is gravel, sand, silt, and clay, multi-color.

51.5

75.0

RECOVERY (%)

0 50

FIELD "N" VALUE

FIELD

BLOW

COUNT

(Recovery)

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

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

ELEVATION: 6261' [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: 6161')

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 50 feet, HQ Wireline Coring from 50 to 100 feet

386+55, 6.5 386+55

40.0

44.0

48.0

52.0

56.0

60.0

64.0

68.0

72.0

76.0

80.0

6221.0

6217.0

6213.0

6209.0

6205.0

6201.0

6197.0

6193.0

6189.0

6185.0

6181.0

NOTES:

BORING BH17-02

COMPANY:

F ile

: I :\T

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H

S E

R V

IC

E

S \G

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T E

C H

\0 4_

B O

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M O

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T _L

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A R

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A N

D O

T H

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F

IL

E S

\L

IB

R A

R Y

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W A

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B

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 (%)

7.3'

WATER LEVELS

HAMMER:

WHILE DRILLING

DRILLER:

DRILL: BK 81

D E

P T

H ft

6/22/2017

S A

M P

LE

R

6/22/2017

STATION, OFFSET:

R-7

R-8

R-9

R-10

Same as above.

Boring terminated at a depth of 100 feet.

Artesian water flow observed before performing SPT #12.

Top of artesian ground water is 38 feet.

Water level 1 hour after drilling reaching termination depth but before the removal of augers and HQ3 coring system water was flowing from the return pipe (26 inches high from the ground surface) at a rate of 5.0 gallons per minute.

Boring remained open to 100 feet after pulling the HQ3 rods and auger.

Hole abandoned with bentonite chips from 100 feet to 35 feet. Backfilled remaining hole with auger cuttings and bentonite.

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' 57.96" (-113.0161°)

ELEVATION: 6261' [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: 6161')

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 50 feet, HQ Wireline Coring from 50 to 100 feet

386+55, 6.5 386+55

80.0

84.0

88.0

92.0

96.0

100.0

104.0

108.0

112.0

116.0

120.0

6181.0

6177.0

6173.0

6169.0

6165.0

6161.0

6157.0

6153.0

6149.0

6145.0

6141.0

NOTES:

BORING BH17-02

COMPANY:

F ile

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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 (%)

7.3'

WATER LEVELS

HAMMER:

WHILE DRILLING

DRILLER:

DRILL: BK 81

D E

P T

H ft

6/22/2017

S A

M P

LE

R

6/22/2017

STATION, OFFSET:

1-1-1 (16" = 89%)

1-1-1 (9" = 50%)

18-10-9 (7" = 39%)

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

3-3-5 (6" = 33%)

4-9-16 (12" = 67%)

20-24-22 (18" = 100%)

31-34-34 (18" = 100%)

9-7-7 (18" = 100%)

29-40-39 (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

Clayey SAND with organics, very loose, brownish-black, moist.

Sandy GRAVEL with clay, medium dense, brown, wet.

Clayey SAND, loose, light yellowish-brown, wet.

SANDSTONE, 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 sand.

Residual soil is dense.

Residual soil is very dense.

Residual soil is medium dense.

SANDSTONE, brownish yellow, fine to coarse grained, highly to completely weathered, extremely weak (R0).

Residual soil is SAND with silt, very dense, brownish-yellow, moist,fine to coarse grained .

Boring terminated at a depth of 26.5 feet.

Water at 7.1 feet measured 30 minutes after removal of SPT #7 split spoon sampler.

Boring remained open to 25 feet after pulling the augers.

Hole abandoned with bentonite chips from 26.5 feet to 5 feet. Backfilled remaining hole with auger cuttings and bentonite.

7.0

9.5

14.5

24.5

26.5

FIELD "N" VALUE

FIELD

BLOW

COUNT

(Recovery)

LATITUDE (DEGREES): N 45° 58' 49.44" (45.9804°)

LONGITUDE (DEGREES): W -113° 0' 56.52" (-113.0157°)

ELEVATION: 6291' [Project Datum]

D E

P T

H ft

E

LE

V ft)

Sheet 1 of 1

BORING LOG (US Customary Units)

S A

M P

LE

DRILLING METHODS:

DATE FINISHED:

TOTAL DEPTH: 26.5' (BOTTOM ELEV: 6264.5')

LIQUID LIMIT

AFTER DRILLING

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 25 feet.

387+75, 12

0.0

4.0

8.0

12.0

16.0

20.0

24.0

28.0

32.0

36.0

40.0

6291.0

6287.0

6283.0

6279.0

6275.0

6271.0

6267.0

6263.0

6259.0

6255.0

6251.0

NOTES:

BORING BH17-04

COMPANY:

F ile

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H

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R V

IC

E

S \G

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1/

/2

17 Haztech LOGGER: D. Morehouse

Sunny, 40° F

DATE STARTED:

0.0

FEDERAL HIGHWAY ADMINISTRATION

VANCOUVER, WASHINGTON

GEOTECHNICAL SECTION

Chris Peterson

WEATHER:

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

Automatic - Efficiency 90%

WATER CONTENT (%)

7.1'

WATER LEVELS

HAMMER:

WHILE DRILLING

DRILLER:

DRILL: BK 81

D E

P T

H ft

6/23/2017

S A

M P

LE

R

6/23/2017

STATION, OFFSET:

PLASTIC LIMIT

ATTACHMENT C

Foundation Profiles and Soil Conditions

Vertical Analyses

Axial Geotechnical Pile Resistance Graphs

FOUNDATON PROFILE AND SOIL CONDITIONS

Boring terminated at elevation 6155 feet

California Creek Bridge West Abutment FHWA

WFLHD

VERTICIAL ANALYSIS

FHWA

WFLHD California Creek Bridge West Abutment

Strength I Limit State

FACTORED AXIAL RESISTANCE vs. FOUNDATION DEPTH

Single Pile

5x2 Pile Group

WFLHD California Creek Bridge West Abutment

FOUNDATION PROFILE AND SOIL CONDITONS

California Creek Bridge East Abutment

VERTICAL ANALSYIS

FACTORED AXIAL RESISTANCE vs. FOUNDATION DEPTH

Single Pile

5 x 2 Pile Group