Mora Rd_Geotechnical Memorandum_GM6124.pdf

Memo

Tetra Tech Inc.

19803 North Creek Parkway, Bothell, WA 98011

Tel +1.425.482.7600 | tetratech.com

To: Quileute Natural Resources (QNR) / Federal Highway Administration (FHWA)

From: Senda Ozkan, PE; Zachary Hill, PE (Tetra Tech Inc.)

Cc: Chad McKinney, PE, CFM (Tetra Tech Inc.)

Date: June 4, 2024 (Revision 1)

Subject: Repair Storm Damage at Mora Road Project – Geotechnical Design Memorandum

1.0 INTRODUCTION

Tetra Tech, Inc. (Tetra Tech) is pleased to submit this Geotechnical Design Memorandum to Quileute Natural Resources (QNR) and Federal Highway Administration (FHWA) Western Federal Lands Highway Division (WFLHD) to support the Mora Road storm damage repair project.

The Mora Road project is located near Rialto Beach and the village of La Push in Clallam County, Washington.

The conceptual design of storm damage repairs includes installation of temporary riprap buttress followed by installation of large woody debris (LWD, deflector, and revetment structures) along approximately 250 feet of riverbank at Mile Post (MP) 1.25 on Mora Road.

This memorandum presents the results of the literature and map review, summary of the field investigation and laboratory tests, and recommendations for relevant design parameters for the engineering analyses. This memorandum has been revised per comments received from FHWA dated May 31, 2024.

2.0 DESKTOP STUDY

The desktop evaluation included a review of satellite imagery, present and historical aerial photographs, geologic maps obtained from various agencies, United States Department of Agriculture (USDA) Natural Resources Conservation Service (NRCS) Soil Survey maps, previous geotechnical investigation completed to support flood berm design and construction for QNR and other relevant data.

2.1 Previous Investigations

In 2020, geotechnical field investigation and laboratory testing were completed to support the design of a flood berm for QNR, which is located approximately one mile west of the Mora Road project. The field investigation included installation of four soil borings, two test pits, sampling, and geotechnical laboratory testing. The borings were advanced to depths ranging from approximately 21.5 feet to 51.5 feet below the existing ground surface (bgs). The test pits were explored to a depth of approximately 4.2 feet bgs. The general subsurface conditions at the flood berm investigation area indicated native fine-grained and coarse-grained soils beneath the berm fill. No other geotechnical borings logs were identified in the vicinity of the project area.

TETRA TECH

2.2 Surface Geology

The Geologic Map of Washington Northwest Quadrangle (Dragovich, J.D. et al. 2002), Geologic Map of Forks Quadrangle (Gerstel and Lingley 2000), and Washington Coastal Geology (Rau 1980) between the Hoh and Quillayute rivers indicates that the surface soil consists of alluvial deposits corresponding to the late Pleistocene. The alluvium includes silt, sand, and gravel deposited by the major rivers in the area as the glaciers advanced and retreated. Alluvial deposits locally include alpine drift, peat, lacustrine and rare loess deposits.

No soil data was available within the project limits during our review of the USDA-NRCS soil survey. The USDA- NRCS soil survey map of the project area is shown in Figure 1. No information regarding the depth of overburden above bedrock is available.

Figure 1. USDA-NRCS Soil Survey Map

2.3 Bedrock Geology

The bedrock in the project area is largely concealed with unconsolidated deposits brought to the area during Pleistocene glaciation and by the Quillayute river (Rau 1980). Massive sandstone rock outcrops do exist near the project site. Based on Rau (1980), the subsurface bedrock consists primarily of sedimentary sandstone rock.

2.4 Groundwater

No well data is available within the project site. Review of available well data within the greater area shows well depths ranging from 25 to 196 feet and depth to water level ranging from 8 to 106 feet (Drost 1986).

During the 2020 geotechnical investigations performed to support flood berm design and construction, groundwater seepage was encountered in all borings at approximately 7.2 feet to 13.0 feet bgs.

2.5 Earthquake Hazards

The project site is located in a seismically active fault zone called the Cascadia subduction zone. In addition, a local fault identified as the La-Push fault passes through the project area (Rau 1980). Washington State

Department of Natural Resources, Subsurface Geology Database (Washington State Department of Natural Resources 2020) identifies the seismic scenarios for this area as Canyon River: Magnitude (M) 7.4; Cascadia: M 9.0; Cascadia North: M 8.3; and Lake Creek: M6.8.

A geophysical investigation conducted by the Washington State Department of Natural Resources is available for the project site (Cakir and Walsh 2010). The geophysical investigation includes Multichannel Analysis of Surface Waves (MASW), micrometer array measurement, P and S wave refraction, ambient noise measurement, and downhole seismic test. The results of the geophysical investigation indicate that stiffer soil is present 48 feet below ground surface. The site is classified as Seismic Site Class D. The seismic hazard map indicates that the liquefaction susceptibility of the project site is moderate to high. The liquefaction hazard map of the project site is shown in Figure 2.

Figure 2. Liquefaction Susceptibility Map (NTC 2015)

Geotechnical investigations performed in 2020 to support flood berm design and construction included one deep boring up to 51.5 feet bgs to evaluate liquefaction potential. The liquefaction analysis indicated that the soils encountered roughly between 5 to 14 feet bgs, 22 to 25 feet bgs, 30 to 37 feet bgs, and 42 to 51.5 feet bgs are liquefiable under the maximum earthquake magnitude of 9.07. The maximum liquefaction induced settlement for the design seismic event was estimated to be on the order of approximately 4.6 inches. The differential settlement was estimated to be on the order of about 3.1 inches over 100 feet. Other potential hazards caused by liquefaction may include reduction in soil strength and lateral spreading (Krazan Associates 2020).

2.6 Tsunami Hazards

The tsunami hazard map (Washington State Department of Natural Resources, 2020) indicates that the site is located in a tsunami hazard area. The tsunami hazard map of the project site is shown in Figure 3.

Figure 3. Tsunami Map (Washington State Department of Natural Resources, 2020)

3.0 SUBSURFACE EXPLORATIONS

Tetra Tech performed a geotechnical investigation that consisted of geotechnical borings including standard penetration tests (SPT) and general soil and rock laboratory testing. Geotechnical borings were performed to document and sample the soil present at each of the proposed boring locations. Representative samples were selected for laboratory testing to assess engineering properties and general classification.

3.1 Geotechnical Soil Borings

In February 2024, Tetra Tech performed a geotechnical investigation that included three (3) soil borings, referenced as MR23-01 through MR23-03 within the Mora Road project area. Tetra Tech field engineers recorded the coordinates of as-drilled locations of geotechnical borings, listed in Table 1.

Table 1. Summary of As-Drilled Soil Borings

Boring

ID

Latitude1 Longitude1 Approx. Ground

Surface EL.

(feet)2

Groundwater Depths (feet)

Groundwater

EL.

(feet) 2

Boring Depths (feet)

MR23-01 47.920995 -124.614113 34 28.1 5.9 46.0

MR23-02 47.921071 -124.615642 25 15.0 10.0 65.0

MR23-03 47.921176 -124.617115 16 11.2 4.8 50.0

1 1984 World Geodetic System (WGS 84).

2 North American Vertical Datum of 1988 (NAVD 88).

The field investigation work was conducted in general accordance with American Society for Testing and Materials (ASTM) standards, including ASTM D6151 – Using Hollow Stem Augers for Geotechnical Exploration and Soil Sampling, ASTM D1586 – Standard Penetration Test (SPT) and Split-Barrel Sampling for Soils, and ASTM D4220 – Standard Practices for Preserving and Transporting Soil Samples.

Labor and drilling equipment were provided by Haz-Tech Drilling, Inc. (Haz-Tech). Borings were advanced using a CME-75 track-mounted drilling rig equipped with an automatic hammer employing hollow-stem augers. The hammer efficiency for the track rig was determined to be 85.5% based on a hammer calibration performed on January 5, 2024. Tetra Tech staked out the boring locations using a Global Positioning System (GPS) device.

The depth of borings varied from 46.0 to 65.0 feet bgs, depending on auger refusal, SPT refusal, and termination criteria. The number of blows required to advance the sampler each successive 6-inch increment was recorded;

the total number of blows required to advance the sampler the second and third 6-inch increments is termed as the standard penetration resistance (N-value). Penetration resistance values were evaluated considering typical hammer efficiency and provide an estimate of the relative density or consistency of the soils. No rock coring was performed.

A Boring Location Map showing locations of the as-drilled soil borings is included as Attachment 1. The boring logs are provided in Attachment 2.

3.2 Laboratory Testing

Select soil and rock samples obtained during the subsurface exploration were transported in accordance with ASTM D4220 to the testing laboratory. Soil samples were visually classified in accordance with ASTM D2488 – Standard Practice for Description and Identification of Soils (Visual-Manual Procedure), which is based on the Unified Soil Classification System (USCS). Representative samples were selected for testing to determine the physical properties of the soils in general accordance with ASTM or other approved procedures.

The laboratory testing results are provided in Attachment 3. The following laboratory tests were performed by FHWA from February 2024 to April 2024.

Soil Index Properties: Sieve Analysis (T 11/T 27), Hydrometer Analysis (T 88), Atterberg Limits (T 89/T 90), Specific Gravity (T 100), Soil Classification (M 145);

Shelby Tube Logs with Photos (ASTM E312) and Unit Weight (T 19);

Unconfined Compressive Strength of Soil (T 208);

Organic Percent by Ignition (T 267);

Direct Shear Strength of Soil (T 236);

3.2.1 Soil Index Testing

A total of nine (9) natural moisture contents, nine (9) sieve analyses, and nine (9) Atterberg limits were performed for material classification and to determine the engineering properties of the materials. Soil index test results are summarized in Table 2.

Table 2. Summary of Soil Index Testing

Boring No.

Sample No.

Sample Depth (feet)

USCS Soil Classification

USCS

Group

Water Content (%)

Liquid Limit

Plasticity Index

Finer than #200 Sieve

Specific Gravity

MR23-01 SS-2 to SS-5 2.5-12.5 Poorly graded gravel with silt and sand

GP-GM 6.8 NP NP 7.6 2.77

MR23-01 SS-7 to SS-11 15.0-35.0 Poorly graded sand with silt and gravel

SP-SM 11.3 NP NP 10.3 2.79

MR23-01 SS-12 to SS-13 37.5-45.0 Poorly graded sand with silt and gravel

SP-SM 16.1 NP NP 7.9 2.80

MR23-02 SS-3 to SS-4 5.0-10.0 Sandy silt with gravel

ML 24.9 31 7 56.6 2.69

MR23-02 SS-6 to SS-8 12.5-20.0 Silty sand with gravel

SM 10.1 25 6 13.8 2.71

MR23-02 SS-10 to SS-14 22.5-45.0 Poorly graded sand with silt and gravel

SP-SM 13.0 NP NP 9.3 2.82

MR23-03 ST-1 5.0-7.5 Silt ML 38.2 40 13 99.6 2.68

MR23-03 SS-5 to SS-9 12.5-25.0 Poorly graded gravel with silt and sand

GP-GM 11.7 25 6 8.8 2.80

MR23-03 SS-10 to SS-13 27.5-45.0 Poorly graded sand with silt and gravel

SP-SM 14.5 27 8 7.8 2.84

3.2.2 Soil Strength Testing

One (1) unconfined compressive strength (UCS) test (AASHTO T 208) was performed on an undisturbed soil sample collected from Boring MR23-03. Two (2) direct shear tests were performed on remolded samples collected from Borings MR23-01 and MR23-02. The soil compressive strength testing results are summarized in Table 3.

Additionally, four (4) pocket shear Torvane tests were performed on the undisturbed soil sample collected from Boring MR23-03 after extrusion to obtain undrained shear strengths of the material. Results of the Torvane tests were 0.72 kg/cm2 (1500 psf) at 5.2 feet, 1.9 kg/cm2 (3900 psf) at 5.9 feet, 1.3 kg/cm2 (2700 psf) at

6.0 feet, and 2.25 kg/cm2 (4600 psf) at 6.2 feet. The average result of the Torvane tests was 1.54 kg/cm2 (3200 psf), which is equivalent to an undrained cohesion of 1,600 psf. The Torvane tests resulted in a higher range of undrained cohesion values compared to the UCS test, indicating that silt layer has some friction contributing to the total shear strength in addition to cohesion, which was considered in selection of geotechnical design parameters in Section 4.0.

Table 3. Summary of Soil Strength Testing

Boring No.

Sample No.

Sample Depth (feet)

USCS

Group

Dry Unit

Weight (pcf)

Moist Unit

Weight (pcf)

Undrained Friction

Angle (Degrees)

Undrained Cohesion

(psf)

Drained Friction

Angle (Degrees)

Drained Cohesion

(psf)

MR23-

SS-7 to

SS-11

15.0–35.0 SP-SM - - - - 42.3 83.3

MR23-

SS-10 to

SS-14

22.5–45.0 SP-SM - - - - 39.5 327

MR23-

ST-1 5.0–7.5 ML 81.0 131.5 - 144 – –

3.2.3 Other Soil Testing

One (1) organic percent by ignition test was performed on an undisturbed soil sample collected from Boring MR23-03. The test yielded an organic content of 4.3%, indicating low organic content.

3.3 Subsurface Stratigraphy

The results of the geotechnical borings and laboratory tests were compiled to understand the soil stratigraphy and lithology of the study area. A Subsurface Profile is provided in Attachment 2. Letter symbols for soil classification (e.g., sc, sm) are capitalized (e.g., SC, SM) where confirmed by laboratory testing results.

Pavement was encountered in all three borings and ranged in thickness from 6 inches to 8 inches. In two borings (MR23-01 and MR23-02), the pavement was underlain by subbase consisting of sand and gravel fill to depths ranging from 1.5 feet to 3.5 feet bgs. Underlying pavement and subbase materials, all borings encountered a layer of loose to very dense, brown to gray, poorly graded sand and gravel with varying amounts of silt and clay (sc-sm, gp-gc).

Underlying surficial cohesionless materials, two borings (MR23-02 and MR23-03) encountered a layer of silt and sandy silt (ML) to exploration depths varying from 11 to 13.5 feet bgs (EL. 14 to EL. 3.5). The field SPT values (N80) for this layer range from 0 blows per foot (bpf) to 19 bpf and indicate that the material is generally very soft to very stiff. The water content of the tested samples ranges from 25 to 38 percent, and the soils exhibit low to medium plasticity. The fines content of the tested samples ranges from 57 to 100 percent, the sand content ranges from 0 to 20 percent, and the gravel content ranges from 0 to 23 percent.

All three borings encountered sand and gravel with variable amounts of silt (SM, SP-SM, GP-GM) to the termination depths of 46.0 feet to 65.0 feet bgs (EL. -12.0 to EL -40.0). The field SPT values (N80) for this layer range from 7 bpf to greater than 50 bpf and indicate that the material is generally dense to very dense. The water content of the tested samples ranges from 7 to 16 percent, and the soils exhibit non-plastic behavior to low plasticity. The fines content of the tested samples ranges from 8 to 14 percent, the sand content ranges from 36 to 56 percent, and the gravel content ranges from 36 to 57 percent.

3.4 Groundwater Conditions

The boreholes were observed while drilling and after completion for the presence and level of groundwater.

Groundwater was encountered during drilling in all three borings at depths varying from 10.5 to 27.9 feet bgs (EL. 6.1 to EL. 5.5). After completion of the borings, groundwater was encountered in all three borings at depths varying from 11.2 to 28.1 feet bgs (EL. 10.0 to EL. 4.8).

4.0 GEOTECHNICAL DESIGN PARAMETERS AND RECOMMENDATIONS

Engineering parameters of subgrade recommended for slope stability analyses are presented in Table 4 for both drained and undrained conditions. Soil strength parameters were developed based on the correlation between average SPT-values (N60), laboratory testing results, and available technical literature (Das, 2022;

Bowles, 1995 and NAVFAC, 1986).

Table 4. Recommended Soil Properties for Slope Stability Analyses

Soil Type Avg.

SPT N60

(bpf)

USCS

Group

Moist Unit

Weight (pcf)

Saturated Unit

Weight (pcf)

Undrained Friction

Angle (Degrees)

Undrained Cohesion

(psf)

Drained Friction

Angle (Degrees)

Drained Cohesion

(psf)

Riprap N/A N/A 120 120 – – 40 0

Existing Fill 15 CL/ML 120 125 - - 32 0

Medium Dense Sand and Gravel

SP-

SM/sc-sm

120 125 - - 30 0

Silt 5 ML 110 120 0 250 26 0

Dense Sand and Gravel

SP-SM/

GP-GM

125 130 - - 36 0

Very Dense Sand and

Gravel

50 SP-SM 130 135 - - 38 0

5.0 REFERENCES

Bowles, 1995. Foundation Analysis and Design, Joseph E. Bowles, 5th Edition.

Cakir, R. and Walsh, T.J., 2010. Shallow Seismic Site Characterizations at 23 Strong-Motion Station Sites in and near Washington State. Washington State Department of Natural Resources, Division of Geology and Earth Resources. Olympia, Washington.

Clark, J., 2012. Project Safe Heaven: Tsunami Vertical Evacuation on the Washington Coast. The 2011-2012 Project Safe Haven team for the Makah and Quileute Tribes was led by the University of Washington College of Built Environments and the Washington Emergency Management Division.

Das, 2022. Principles of Geotechnical Engineering, Braja M. Das, 10th Edition.

Department of Ecology, State of Washington, 2020. Well Construction and Licensing Search Tools. URL:

https://appswr.ecology.wa.gov/wellconstruction/map/WCLSWebMap/WellConstructionMapSearch.as

px. Accessed on Jan 16, 2024.

Dragovich, J. D.; Logan, R. L.; Schasse, H. W.; Walsh, T. J.; Lingley, W. S., Jr.; Norman, D. K.; Gerstel, W. J.;

Lapen, T. J.; Schuster, J. E.; Meyers, K. D., 2002, Geologic map of Washington—Northwest quadrant:

Washington Division of Geology and Earth Resources Geologic Map GM-50, 3 sheets, scale 1:250,000, with 72 p. text. URL: http://www.dnr.wa.gov/Publications/ger_gm50_geol_map_nw_wa_250k.pdf.

Drost, B.W. Water Resources of Clallam County, Washington Phase 1 Report. United States Geological Survey, Water Resources Investigations Report 83-4227. Prepared in Cooperation with the Clallam County of Washington Department of Ecology.

Federal Highway Administration (FHWA). 2018. Project Development and Design Manual (PDDM) with Western Federal Lands Highway Division (WFLHD) Supplements. February. URL:

https://flh.fhwa.dot.gov/resources/design/pddm/. Accessed on Jan 16, 2024.

Gerstel, W. J., and W.S. Lingley, Jr., compilers, 2000, Geologic map of the Forks 1:100,000 quadrangle, Washington: Washington Division of Geology and Earth Resources Open File Report 2000-4, 36 p., 2 plates. URL: http://www.dnr.wa.gov/Publications/ger_ofr2000-4_geol_map_ forks_100k.zip.

Krazan Associates, 2020. Geotechnical Engineering Investigation Quillayute River Flood Berm Rehabilitation, La Push, Washington. July.

NAVFAC, 1986. Soil Mechanics – Design Manual 7.1, Naval Facilities Engineering Command.

NTC (Northwest Tribal Communications). 2015. Quileute Tribal Hazard Mitigation Plan.

Rau, Weldon W., 1980. Washington Coastal Geology Between the Hoh and Quillayute Rivers. Department of Natural Resources, Olympia, Washington.

Tetra Tech, 2023. Repair Storm Damage at Mora Road Project, Project Management, Survey, Design, and Permitting Work Plan. October.

United States Department of Agriculture (USDA), 2020. Web Soil Survey. URL:

https://websoilsurvey.sc.egov.usda.gov/App/WebSoilSurvey.aspx https://www.govtrack.us/congress/bills/116/hr2642/text. Accessed 15 Jan 2024.

Washington State Department of Natural Resources, 2020. Subsurface Geology Database. URL:

https://www.dnr.wa.gov/programs-and-services/geology/geologic-maps/subsurface-geology#get-our-data. Accessed on 15 Jan 2024.

Thank you for the opportunity to support in the Geotechnical Investigation. Please feel free to contact me at

(425) 482-7767 or via email at Senda.Ozkan@tetratech.com or Chad McKinney (Project Manager) at (425) 482- 7653 or via email at Chad.Mckinney1@tetratech.com, should you have questions or require additional information.

Sincerely, Senda Ozkan, PE

Principal Engineer

Tetra Tech, Inc.

ATTACHMENTS

Attachment 1– Boring Location Map

Attachment 2– Boring Logs and Subsurface Profile

Attachment 3 – Laboratory Testing Results

ATTACHMENT 1

BORING LOCATION MAP

Mora Road Project Boring Location Map

Legend

Boring Location

3000 ft

N

N Image © 2024 AirbusImage © 2024 Airbus

ATTACHMENT 2

BORING LOGS

SUBSURFACE PROFILE

SS

SS

SS

SS

SS

SS

SS

SS

SS

Presence of organics at 1 ft

Asphalt (8").

Gravel and Sand Fill.

Silty Clayey Sand With Gravel (sc-sm), medium dense, subangular, brown to light brown, dry.

Poorly Graded Gravel With Silt And Sand (GP-GM), medium dense to dense, subrounded to subangular, brown to gray.

Silty Sand (sm), loose, brown to light brown, moist.

Poorly Graded Sand With Silt And Gravel (SP-SM), medium dense to very dense, subrounded to subangular, brown to gray, moist to wet.

3-6-5 (11)

9-14-12 (26)

8-9-8 (17)

5-8-9 (17)

3-6-10 (16)

3-3-4 (7)

9-9-10 (19)

11-17-16 (33)

8-14-22 (36)

NOTES

GROUND ELEVATION 34 ft WGS84 HOLE SIZE 3.25DATE STARTED 2/14/24 COMPLETED 2/14/24

CHECKED BY Z. HillLOGGED BY C. Reister, A. Deep

LONG -124.6141131532LAT 47.9209945763

GWL AT TIME OF DRILLING 27.90 ft / Elev 6.10 ft

GWL AT END OF DRILLING 28.10 ft / Elev 5.90 ft

GWL AFTER DRILLING ---

METHOD, RIG & HAMMER Hollow Stem Auger, Track Rig, Automatic 80%

CONTRACTOR/ OPERATOR Haz-Tech/ Jason

(Continued Next Page)

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REMARKS AND

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BORING NUMBER MR23-01

PROJECT NAME Mora Road Repair

PROJECT LOCATION Mora Road - Olympic National Park, MP 1.25

CLIENT QNR

PROJECT NUMBER 194-1343-0002

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Poorly Graded Sand With Silt And Gravel (SP-SM), medium dense to very dense, subrounded to subangular, brown to gray, moist to wet. (continued)

Bottom of borehole at 46.0 feet.

10-25-33 (58)

18-36-32 (68)

4-35-28 (63)

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BORING NUMBER MR23-01

PROJECT NAME Mora Road Repair

PROJECT LOCATION Mora Road - Olympic National Park, MP 1.25

CLIENT QNR

PROJECT NUMBER 194-1343-0002

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SS

SS

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SS

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0.8

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Trace organics at 8.5 ft

Asphalt (6").

Fill, gray.

Silty Clayey Sand With Gravel (sc-sm), loose, brown.

Sandy Silt With Gravel (ML), medium stiff to very stiff, low plasticity, gray to brown, dry to moist.

Silty Sand With Gravel (SM), dense to very dense, subrounded to subangular, brown to gray, dry to moist.

11-26

1-2-2 (4)

1-1-3 (4)

2-11-8 (19)

8-23-10 (33)

14-20-14 (34)

50-6

8-16-16 (32)

50-50-50 (100)

8-35-35 (70)

NOTES

GROUND ELEVATION 25 ft WGS84 HOLE SIZE 3.25DATE STARTED 2/13/24 COMPLETED 2/13/24

CHECKED BY Z. HillLOGGED BY C. Reister, A. Deep

LONG -124.6156417221LAT 47.9210712382

GWL AT TIME OF DRILLING 19.30 ft / Elev 5.70 ft

GWL AT END OF DRILLING 20.30 ft / Elev 4.70 ft

GWL AFTER DRILLING 15.00 ft / Elev 10.00 ft

METHOD, RIG & HAMMER Hollow Stem Auger, Track Rig, Automatic 80%

CONTRACTOR/ OPERATOR Haz-Tech/ Jason

(Continued Next Page)

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REMARKS AND

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BORING NUMBER MR23-02

PROJECT NAME Mora Road Repair

PROJECT LOCATION Mora Road - Olympic National Park, MP 1.25

CLIENT QNR

PROJECT NUMBER 194-1343-0002

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J Tetra Tech

SS

SS

SS

SS

Poorly Graded Sand With Silt And Gravel (SP-SM), dense to very dense, subrounded to subangular, brown to gray, dry to moist. (continued)

15-25-12 (37)

30-30-31 (61)

35-32-36 (68)

16-22-35 (57)

15-45- 50/5"

(Continued Next Page)

D E

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R Y

(R

Q D

P O

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E T

P E

N

(t sf

FINES CONTENT (%)

20 40 60 80

20 40 60 80

PL LLMC

SPT N VALUE

20 40 60 80

REMARKS AND

OTHER TESTSMATERIAL DESCRIPTION

B

LO

W C

O U

N T

S (N

V A

LU

E

BORING NUMBER MR23-02

PROJECT NAME Mora Road Repair

PROJECT LOCATION Mora Road - Olympic National Park, MP 1.25

CLIENT QNR

PROJECT NUMBER 194-1343-0002

G E

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J Tetra Tech 19803 North Creek Parkway

SS

SS

Presence of organics at 53.5 ftPoorly Graded Sand With Silt And Gravel (SP-SM), dense to very dense, subrounded to subangular, brown to gray, dry to moist. (continued)

Bottom of borehole at 65.0 feet.

20-34-35 (69)

36-50/3"

D E

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P E

N

(t sf

FINES CONTENT (%)

20 40 60 80

20 40 60 80

PL LLMC

SPT N VALUE

20 40 60 80

REMARKS AND

OTHER TESTSMATERIAL DESCRIPTION

B

LO

W C

O U

N T

S (N

V A

LU

E

BORING NUMBER MR23-02

PROJECT NAME Mora Road Repair

PROJECT LOCATION Mora Road - Olympic National Park, MP 1.25

CLIENT QNR

PROJECT NUMBER 194-1343-0002

G E

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J Tetra Tech 19803 North Creek Parkway

SS

ST

SS

SS

SS

SS

SS

SS

SS

0.2

0.2

Shelby tube pushed. 100 psi. at 5 ft

Asphalt (6").

Poorly Graded Gravel With Clay And Sand (gp-gc), very dense, subrounded, brown to gray.

Silt (ML), very soft to medium stiff, medium plasticity, gray, moist.

Poorly Graded Gravel With Silt And Sand (GP-GM), dense to very dense, subrounded to subangular, brown to gray, wet.

16-18-43 (61)

1-2-2 (4)

0-0-0 (0)

0-1-1 (2)

26-15-10 (25)

12-27-24 (51)

9-30-24 (54)

7-16-31 (47)

9-17-18 (35)

NOTES

GROUND ELEVATION 16 ft WGS84 HOLE SIZE 3.25DATE STARTED 2/13/24 COMPLETED 2/14/24

CHECKED BY Z. HillLOGGED BY C. Reister, A. Deep

LONG -124.6171145166LAT 47.9211763213

GWL AT TIME OF DRILLING 10.50 ft / Elev 5.50 ft

GWL AT END OF DRILLING 11.20 ft / Elev 4.80 ft

GWL AFTER DRILLING ---

METHOD, RIG & HAMMER Hollow Stem Auger, Track Rig, Automatic 80%

CONTRACTOR/ OPERATOR Haz-Tech/ Jason

(Continued Next Page)

D E

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(R

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P E

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(t sf

FINES CONTENT (%)

20 40 60 80

20 40 60 80

PL LLMC

SPT N VALUE

20 40 60 80

REMARKS AND

OTHER TESTSMATERIAL DESCRIPTION

B

LO

W C

O U

N T

S (N

V A

LU

E

BORING NUMBER MR23-03

PROJECT NAME Mora Road Repair

PROJECT LOCATION Mora Road - Olympic National Park, MP 1.25

CLIENT QNR

PROJECT NUMBER 194-1343-0002

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Poorly Graded Gravel With Silt And Sand (GP-GM), dense to very dense, subrounded to subangular, brown to gray, wet. (continued)

Poorly Graded Sand With Silt And Gravel (SP-SM), dense to very dense, subrounded to subangular, brown to gray, wet.

Bottom of borehole at 50.0 feet.

9-20-29 (49)

13-32-34 (66)

7-21-40 (61)

12-22-19 (41)

6-12-14 (26)

D E

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(R

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P O

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P E

N

(t sf

FINES CONTENT (%)

20 40 60 80

20 40 60 80

PL LLMC

SPT N VALUE

20 40 60 80

REMARKS AND

OTHER TESTSMATERIAL DESCRIPTION

B

LO

W C

O U

N T

S (N

V A

LU

E

BORING NUMBER MR23-03

PROJECT NAME Mora Road Repair

PROJECT LOCATION Mora Road - Olympic National Park, MP 1.25

CLIENT QNR

PROJECT NUMBER 194-1343-0002

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-50

-40

-30

-20

-10

0 100 200 300 400 500 600 700 800 -50

-40

-30

-20

-10

0 100 200 300 400 500 600 700 800 sc-sm

GP-GM

sm

SP-SM

N= 11

N= 26

N= 17

N= 17

N= 16

N= 7

N= 19

N= 33

N= 36

N= 58

N= 68

N= 63

N= sc-sm

ML

SM

SP-SM

N=

N= 4

N= 4

N= 19

N= 33

N= 34

N=

N= 32

N= 100

N= 70

N= 37

N= 61

N= 68

N= 57

N= 95

N= 69

N=

N= gp-gc

ML

GP-GM

SP-SM

N= 61

N= 4

N=

N= 0

N= 2

N= 25

N= 51

N= 54

N= 47

N= 35

N= 49

N= 66

N= 61

N= 41

N= 26

E le va tio n (f t)

Distance Along Baseline (ft)

GEOLOGIC PROFILES

Mora Road Profile

Asphalt Fill (made ground) USCS Clayey Sand

USCS Poorly-graded Gravel with Silt USCS Silty Sand USCS Poorly-graded Sand with Silt

USCS Silt USCS Poorly-graded Gravel with ClayCLIENT QNR

PROJECT NUMBER 194-1343-0002

PROJECT NAME Mora Road Repair

PROJECT LOCATION Mora Road - Olympic National Park, MP 1.25

S T

R A

T

IG

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IT

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P J

Tetra Tech 19803 North Creek Parkway Bothell, WA 98011

MR23-01

MR23-02

MR23-03

Pavement/Fill Medium Dense Sand/Gravel Average N-Value ~15

Dense Sand/Gravel Average N-Value ~40

Very Dense Sand/Gravel Average N-Value >50

Silt Average N-Value ~5

ATTACHMENT 3

LABORATORY TESTING RESULTS

Western Federal Lands

Project No.: WA NP OLYM 115(1) Sample ID: W-24-0056-GS

Materials Laboratory

ISO/IEC 17025:2017 Accredited Date Distributed: 03/27/2024

Table of Contents

Station:

Material Description: SO-COM

MilePost:

Offset:

Intended Use:

Remarks:

Source Name:

Source Location:

Sample Location: Other

Submitted By: Orion George

Quantity Represented:

Item No.:

Field Sample No.: SS-2 to SS-5

Lot No.:

Date Sampled: 2/15/2024

Depth: 2.5'-12.5' Hole No.: MR23-01

Project Name: REPAIR STORM DAMAGE ON

MORA ROAD

W-24-0056-GS _________________________________________________________________ 2

Station:

Project No.: WA NP OLYM 115(1) Sample ID: W-24-0056-GS

Materials Laboratory

ISO/IEC 17025:2017 Accredited Date Distributed: 03/27/2024

Material Description: SO-COM

MilePost:

Offset:

Intended Use:

Remarks:

Source Name:

Source Location:

Sample Location: Other

Submitted By: Orion George

Quantity Represented:

Item No.:

Field Sample No.: SS-2 to SS-5

Lot No.:

Date Sampled: 2/15/2024

Depth: 2.5'-12.5' Hole No.: MR23-01

Project Name: REPAIR STORM DAMAGE ON

MORA ROAD

Unit of MeasureResult

Specific Gravity @ 20°C 2.770

Methods: AASHTO T 100 - Specific Gravity of Soils Test Date: 3/14/2024 Tested By: Rob Lange

Comments:

Test Validated By: Chuck Miller Validated Date: 3/14/2024

Version 1

Unit of MeasureResult

Liquid Limit From T 89 Not Run

Plastic Limit from T 90 Non-Plastic

Plasticity Index Not Applicable

Methods: AASHTO T 89 & T 90 - Atterberg Limits Test Date: 3/12/2024 Tested By: Rob Lange

Comments:

Test Validated By: Rob Lange Validated Date: 3/12/2024

Version 1

Unit of MeasureResult

Drying Temperature 140 ° F

Moisture Content 6.8 %

Methods: AASHTO T 265 Moisture Content of Soil Test Date: 3/11/2024 Tested By: Chuck Miller

Comments:

Version 1

All reported results apply to the sample as received.

Page 2 of 4Sample ID: W-24-0056-GS

Con tro lle d C op y

Test Validated By: Chuck Miller Validated Date: 3/12/2024

Unit of MeasureResult

Classification GP-GM, Poorly graded gravel with silt with sand

Cobbles 0 %

Coarse Gravel 15 %

Fine Gravel 42 %

Coarse Sand 16 %

Medium Sand 12 %

Fine Sand 8 %

Silt 8 %

Methods: ASTM D2487 - (Unified Soils Classification System) Test Date: 3/26/2024 Tested By: Rob Lange

Comments:

Test Validated By: Rob Lange Validated Date: 3/26/2024

Version 1

Unit of MeasureResult

Classification A-1-a (0)

Gravel (2.00 mm and larger) 72.6 %

Coarse sand (2.0 to 0.42 mm) 12.2 %

Fine Sand (0.42 to 0.074 mm) 7.6 %

Silt-clay (0.075mm and smaller) 7.6 %

Methods: AASHTO M 145 - Classification (AASHTO M 145 is not an AAP accredited test)

Test Date: 3/26/2024

Tested By: Rob Lange

Comments:

Test Validated By: Rob Lange Validated Date: 3/26/2024

Version 1

Unit of MeasureResult

6" sieve (152.4 mm) % Passing - %

5" sieve (127 mm) % Passing - %

4" sieve (101.6 mm) % Passing - %

3 1/2" sieve (88.9 mm) % Passing - %

3" sieve sieve (76 mm) % Passing - %

2 1/2" sieve (63.5 mm) % Passing - %

2" sieve (50.0 mm) % Passing - %

1 1/2" sieve (37.5 mm) % Passing 100.0 %

1" sieve (25.0 mm) % Passing 93.2 %

3/4" sieve (19.0 mm) % Passing 85.0 %

Methods: AASHTO T 88 - Particle Size Analysis of Soils Test Date: 3/13/2024 Tested By: Rob LangeVersion 1

All reported results apply to the sample as received.

Page 3 of 4Sample ID: W-24-0056-GS

Con tro lle d C

1/2" sieve (12.5 mm) % Passing 74.1 %

3/8" sieve (9.5 mm) % Passing 64.9 %

No. 4 sieve (4.75 mm) % Passing 43.3 %

No. 10 sieve (2.0 mm) % Passing 27.4 %

No. 40 Sieve (0.425 mm) % Passing 15.1 %

No. 200 Sieve (0.075 mm) % Passing 7.6 %

Interpolated 0.020 mm % Passing 6.3 %

Interpolated 0.010 mm % Passing 5.5 %

Interpolated 0.005 mm % Passing 3.9 %

Interpolated 0.002 mm % Passing 1.7 %

Interpolated 0.001 mm % Passing 0.9 %

D10 0.13097 mm

D30 2.30795 mm

D50 5.88502 mm

D60 8.11138 mm

CU 61.934

CC 5.014

Comments:

Test Validated By: Rob Lange Validated Date: 3/26/2024

All reported results apply to the sample as received.

Page 4 of 4Sample ID: W-24-0056-GS

Con tro lle d C

Sample ID: W-24-0057-GS

Materials Laboratory

ISO/IEC 17025:2017 Accredited Date Distributed: 04/08/2024

Table of Contents

Station:

Material Description: SO-COM

MilePost:

Offset:

Intended Use:

Remarks:

Source Name:

Source Location:

Sample Location: Other

Submitted By: Orion George

Quantity Represented:

Item No.:

Field Sample No.: SS-7 to SS-11

Lot No.:

Date Sampled: 2/15/2024

Depth: 15.0-35.0' Hole No.: MR23-01

Project Name: REPAIR STORM DAMAGE ON

MORA ROAD

W-24-0057-GS _________________________________________________________________ 2

SHEAR_REPORT (FINAL) W-24-0057-GS _________________________________________ 6

Project No.: WA NP OLYM 115(1) Sample ID: W-24-0057-GS

Materials Laboratory

ISO/IEC 17025:2017 Accredited Date Distributed: 04/08/2024

Material Description: SO-COM

MilePost:

Offset:

Intended Use:

Remarks:

Source Name:

Source Location:

Sample Location: Other

Submitted By: Orion George

Quantity Represented:

Item No.:

Field Sample No.: SS-7 to SS-11

Lot No.:

Date Sampled: 2/15/2024

Depth: 15.0-35.0' Hole No.: MR23-01

Project Name: REPAIR STORM DAMAGE ON

MORA ROAD

Unit of MeasureResult

Liquid Limit From T 89 Not Run

Plastic Limit from T 90 Non-Plastic

Plasticity Index Not Applicable

Methods: AASHTO T 89 & T 90 - Atterberg Limits Test Date: 3/12/2024 Tested By: Rob Lange

Comments:

Test Validated By: Rob Lange Validated Date: 3/12/2024

Version 1

Unit of MeasureResult

Drying Temperature 140 ° F

Moisture Content 11.3 %

Methods: AASHTO T 265 Moisture Content of Soil Test Date: 3/11/2024 Tested By: Chuck Miller

Comments:

Test Validated By: Chuck Miller Validated Date: 3/12/2024

Version 1

Unit of MeasureResult

Specific Gravity @ 20°C 2.794

Methods: AASHTO T 100 - Specific Gravity of Soils Test Date: 3/14/2024 Tested By: Rob Lange

Comments:

Version 1

All reported results apply to the sample as received.

Page 2 of 4Sample ID: W-24-0057-GS

Con tro lle d C

Test Validated By: Rob Lange Validated Date: 3/14/2024

Classification A-1-b (0)

Gravel (2.00 mm and larger) 49.4 %

Coarse sand (2.0 to 0.42 mm) 27.6 %

Fine Sand (0.42 to 0.074 mm) 12.7 %

Silt-clay (0.075mm and smaller) 10.3 %

Methods: AASHTO M 145 - Classification (AASHTO M 145 is not an AAP accredited test)

Test Date: 3/26/2024

Tested By: Rob Lange

Comments:

Test Validated By: Rob Lange Validated Date: 3/26/2024

Version 1

Unit of MeasureResult

6" sieve (152.4 mm) % Passing - %

5" sieve (127 mm) % Passing - %

4" sieve (101.6 mm) % Passing - %

3 1/2" sieve (88.9 mm) % Passing - %

3" sieve sieve (76 mm) % Passing - %

2 1/2" sieve (63.5 mm) % Passing - %

2" sieve (50.0 mm) % Passing - %

1 1/2" sieve (37.5 mm) % Passing 100.0 %

1" sieve (25.0 mm) % Passing 96.6 %

3/4" sieve (19.0 mm) % Passing 92.7 %

1/2" sieve (12.5 mm) % Passing 85.2 %

3/8" sieve (9.5 mm) % Passing 77.9 %

No. 4 sieve (4.75 mm) % Passing 64.0 %

No. 10 sieve (2.0 mm) % Passing 50.6 %

No. 40 Sieve (0.425 mm) % Passing 23.0 %

No. 200 Sieve (0.075 mm) % Passing 10.3 %

Interpolated 0.020 mm % Passing 7.3 %

Interpolated 0.010 mm % Passing 5.8 %

Interpolated 0.005 mm % Passing 4.3 %

Interpolated 0.002 mm % Passing 2.6 %

Interpolated 0.001 mm % Passing 1.8 %

D10 0.06699 mm

D30 0.63012 mm

D50 1.93833 mm

D60 3.67231 mm

CU 54.821

CC 1.614

Methods: AASHTO T 88 - Particle Size Analysis of Soils Test Date: 3/13/2024 Tested By: Rob LangeVersion 1

All reported results apply to the sample as received.

Page 3 of 4Sample ID: W-24-0057-GS

Con tro lle d C

Comments:

Test Validated By: Rob Lange Validated Date: 3/26/2024

Unit of MeasureResult

Classification SP-SM, Poorly graded sand with silt and gravel

Cobbles 0 %

Coarse Gravel 7 %

Fine Gravel 29 %

Coarse Sand 13 %

Medium Sand 28 %

Fine Sand 13 %

Silt 10 %

Methods: ASTM D2487 - (Unified Soils Classification System) Test Date: 3/26/2024 Tested By: Rob Lange

Comments:

Test Validated By: Rob Lange Validated Date: 3/26/2024

Version 1

Unit of MeasureResult

See attached document

Methods: T 236 - AASHTO Test Date: 4/2/2024 Tested By: Jerrad Isch

Comments:

Test Validated By: Jerrad Isch Validated Date: 4/8/2024

Version 1

All reported results apply to the sample as received.

Page 4 of 4Sample ID: W-24-0057-GS

Con tro lle d C

Sample ID: W-24-0058-GS

Materials Laboratory

ISO/IEC 17025:2017 Accredited Date Distributed: 03/27/2024

Table of Contents

Station:

Material Description: SO-COM

MilePost:

Offset:

Intended Use:

Remarks:

Source Name:

Source Location:

Sample Location: Other

Submitted By: Orion George

Quantity Represented:

Item No.:

Field Sample No.: SS-12 to SS-13

Lot No.:

Date Sampled: 2/15/2024

Depth: 37.5-45.0' Hole No.: MR23-01

Project Name: REPAIR STORM DAMAGE ON

MORA ROAD

W-24-0058-GS _________________________________________________________________ 2

Project No.: WA NP OLYM 115(1) Sample ID: W-24-0058-GS

Materials Laboratory

ISO/IEC 17025:2017 Accredited Date Distributed: 03/27/2024

Material Description: SO-COM

MilePost:

Offset:

Intended Use:

Remarks:

Source Name:

Source Location:

Sample Location: Other

Submitted By: Orion George

Quantity Represented:

Item No.:

Field Sample No.: SS-12 to SS-13

Lot No.:

Date Sampled: 2/15/2024

Depth: 37.5-45.0' Hole No.: MR23-01

Project Name: REPAIR STORM DAMAGE ON

MORA ROAD

Unit of MeasureResult

Specific Gravity @ 20°C 2.804

Methods: AASHTO T 100 - Specific Gravity of Soils Test Date: 3/14/2024 Tested By: Rob Lange

Comments:

Test Validated By: Rob Lange Validated Date: 3/26/2024

Version 1

Unit of MeasureResult

Liquid Limit From T 89 Not Run

Plastic Limit from T 90 Non-Plastic

Plasticity Index Not Applicable

Methods: AASHTO T 89 & T 90 - Atterberg Limits Test Date: 3/12/2024 Tested By: Rob Lange

Comments:

Test Validated By: Rob Lange Validated Date: 3/12/2024

Version 1

Unit of MeasureResult

Classification A-1-b (0)

Gravel (2.00 mm and larger) 48.1 %

Coarse sand (2.0 to 0.42 mm) 29.7 %

Fine Sand (0.42 to 0.074 mm) 14.3 %

Methods: AASHTO M 145 - Classification (AASHTO M 145 is not an AAP accredited test)

Test Date: 3/26/2024

Tested By: Rob LangeVersion 1

All reported results apply to the sample as received.

Page 2 of 4Sample ID: W-24-0058-GS

Con tro lle d C

Silt-clay (0.075mm and smaller) 7.9 %

Comments:

Test Validated By: Rob Lange Validated Date: 3/26/2024

Unit of MeasureResult

Drying Temperature 140 ° F

Moisture Content 16.1 %

Methods: AASHTO T 265 Moisture Content of Soil Test Date: 3/11/2024 Tested By: Chuck Miller

Comments:

Test Validated By: Chuck Miller Validated Date: 3/12/2024

Version 1

Unit of MeasureResult

6" sieve (152.4 mm) % Passing - %

5" sieve (127 mm) % Passing - %

4" sieve (101.6 mm) % Passing - %

3 1/2" sieve (88.9 mm) % Passing - %

3" sieve sieve (76 mm) % Passing - %

2 1/2" sieve (63.5 mm) % Passing - %

2" sieve (50.0 mm) % Passing - %

1 1/2" sieve (37.5 mm) % Passing 100.0 %

1" sieve (25.0 mm) % Passing 98.6 %

3/4" sieve (19.0 mm) % Passing 89.7 %

1/2" sieve (12.5 mm) % Passing 77.8 %

3/8" sieve (9.5 mm) % Passing 74.0 %

No. 4 sieve (4.75 mm) % Passing 64.2 %

No. 10 sieve (2.0 mm) % Passing 51.9 %

No. 40 Sieve (0.425 mm) % Passing 22.2 %

No. 200 Sieve (0.075 mm) % Passing 7.9 %

Interpolated 0.020 mm % Passing 8.9 %

Interpolated 0.010 mm % Passing 8.0 %

Interpolated 0.005 mm % Passing 5.1 %

Interpolated 0.002 mm % Passing 1.9 %

Interpolated 0.001 mm % Passing 1.2 %

D10 0.08252 mm

D30 0.63898 mm

D50 1.81543 mm

D60 3.53922 mm

CU 42.892

CC 1.398

Methods: AASHTO T 88 - Particle Size Analysis of Soils Test Date: 3/11/2024 Tested By: Rob LangeVersion 1

All reported results apply to the sample as received.

Page 3 of 4Sample ID: W-24-0058-GS

Con tro lle d C

Test Validated By: Rob Lange Validated Date: 3/26/2024

Unit of MeasureResult

Classification SP-SM, Poorly graded sand with silt and gravel

Cobbles 0 %

Coarse Gravel 10 %

Fine Gravel 26 %

Coarse Sand 12 %

Medium Sand 30 %

Fine Sand 14 %

Silt 8 %

Methods: ASTM D2487 - (Unified Soils Classification System) Test Date: 3/26/2024 Tested By: Rob Lange

Comments:

Test Validated By: Rob Lange Validated Date: 3/26/2024

Version 1

All reported results apply to the sample as received.

Page 4 of 4Sample ID: W-24-0058-GS

Con tro lle d C

Sample ID: W-24-0059-GS

Materials Laboratory

ISO/IEC 17025:2017 Accredited Date Distributed: 03/27/2024

Table of Contents

Station:

Material Description: SO-COM

MilePost:

Offset:

Intended Use:

Remarks:

Source Name:

Source Location:

Sample Location: Other

Submitted By: Orion George

Quantity Represented:

Item No.:

Field Sample No.: SS-3 to SS-4

Lot No.:

Date Sampled: 2/13/2024

Depth: 5.0'-10.0' Hole No.: MR23-02

Project Name: REPAIR STORM DAMAGE ON

MORA ROAD

W-24-0059-GS _________________________________________________________________ 2

Project No.: WA NP OLYM 115(1) Sample ID: W-24-0059-GS

Materials Laboratory

ISO/IEC 17025:2017 Accredited Date Distributed: 03/27/2024

Material Description: SO-COM

MilePost:

Offset:

Intended Use:

Remarks:

Source Name:

Source Location:

Sample Location: Other

Submitted By: Orion George

Quantity Represented:

Item No.:

Field Sample No.: SS-3 to SS-4

Lot No.:

Date Sampled: 2/13/2024

Depth: 5.0'-10.0' Hole No.: MR23-02

Project Name: REPAIR STORM DAMAGE ON

MORA ROAD

Unit of MeasureResult

Specific Gravity @ 20°C 2.690

Methods: AASHTO T 100 - Specific Gravity of Soils Test Date: 3/13/2024 Tested By: Rob Lange

Comments:

Test Validated By: Rob Lange Validated Date: 3/26/2024

Version 1

Unit of MeasureResult

Liquid Limit From T 89 31

Plastic Limit from T 90 24

Plasticity Index 7

Methods: AASHTO T 89 & T 90 - Atterberg Limits Test Date: 3/12/2024 Tested By: Rob Lange

Comments:

Test Validated By: Rob Lange Validated Date: 3/13/2024

Version 1

Unit of MeasureResult

Drying Temperature 140 ° F

Moisture Content 24.9 %

Methods: AASHTO T 265 Moisture Content of Soil Test Date: 3/11/2024 Tested By: Chuck Miller

Comments:

Version 1

All reported results apply to the sample as received.

Page 2 of 4Sample ID: W-24-0059-GS

Con tro lle d C

Test Validated By: Chuck Miller Validated Date: 3/12/2024

Classification ML, Sandy silt with gravel

Cobbles 0 %

Coarse Gravel 9 %

Fine Gravel 11 %

Coarse Sand 3 %

Medium Sand 6 %

Fine Sand 14 %

Silt 57 %

Methods: ASTM D2487 - (Unified Soils Classification System) Test Date: 3/26/2024 Tested By: Rob Lange

Comments:

Test Validated By: Rob Lange Validated Date: 3/26/2024

Version 1

Unit of MeasureResult

6" sieve (152.4 mm) % Passing - %

5" sieve (127 mm) % Passing - %

4" sieve (101.6 mm) % Passing - %

3 1/2" sieve (88.9 mm) % Passing - %

3" sieve sieve (76 mm) % Passing - %

2 1/2" sieve (63.5 mm) % Passing - %

2" sieve (50.0 mm) % Passing - %

1 1/2" sieve (37.5 mm) % Passing - %

1" sieve (25.0 mm) % Passing 100.0 %

3/4" sieve (19.0 mm) % Passing 90.8 %

1/2" sieve (12.5 mm) % Passing 88.3 %

3/8" sieve (9.5 mm) % Passing 85.0 %

No. 4 sieve (4.75 mm) % Passing 79.9 %

No. 10 sieve (2.0 mm) % Passing 76.6 %

No. 40 Sieve (0.425 mm) % Passing 70.5 %

No. 200 Sieve (0.075 mm) % Passing 56.6 %

Interpolated 0.020 mm % Passing 39.2 %

Interpolated 0.010 mm % Passing 30.1 %

Interpolated 0.005 mm % Passing 25.6 %

Interpolated 0.002 mm % Passing 17.2 %

Interpolated 0.001 mm % Passing 16.9 %

D10 0.00075 mm

D30 0.00990 mm

D50 0.04531 mm

D60 0.11440 mm

Methods: AASHTO T 88 - Particle Size Analysis of Soils Test Date: 3/11/2024 Tested By: Rob LangeVersion 1

All reported results apply to the sample as received.

Page 3 of 4Sample ID: W-24-0059-GS

Con tro lle d C

CU 153.449

CC 1.150

Comments:

Test Validated By: Rob Lange Validated Date: 3/26/2024

Unit of MeasureResult

Classification A-4 (2)

Gravel (2.00 mm and larger) 23.4 %

Coarse sand (2.0 to 0.42 mm) 6.2 %

Fine Sand (0.42 to 0.074 mm) 13.9 %

Silt-clay (0.075mm and smaller) 56.6 %

Methods: AASHTO M 145 - Classification (AASHTO M 145 is not an AAP accredited test)

Test Date:

Tested By:

Comments:

Test Validated By: Rob Lange Validated Date: 3/26/2024

Version 1

All reported results apply to the sample as received.

Page 4 of 4Sample ID: W-24-0059-GS

Con tro lle d C

Sample ID: W-24-0060-GS

Materials Laboratory

ISO/IEC 17025:2017 Accredited Date Distributed: 03/28/2024

Table of Contents

Station:

Material Description: SO-COM

MilePost:

Offset:

Intended Use:

Remarks:

Source Name:

Source Location:

Sample Location: Other

Submitted By: Orion George

Quantity Represented:

Item No.:

Field Sample No.: SS-6 to SS-8

Lot No.:

Date Sampled: 2/13/2024

Depth: 12.5'-20' Hole No.: MR23-02

Project Name: REPAIR STORM DAMAGE ON

MORA ROAD

W-24-0060-GS _________________________________________________________________ 2

Project No.: WA NP OLYM 115(1) Sample ID: W-24-0060-GS

Materials Laboratory

ISO/IEC 17025:2017 Accredited Date Distributed: 03/28/2024

Material Description: SO-COM

MilePost:

Offset:

Intended Use:

Remarks:

Source Name:

Source Location:

Sample Location: Other

Submitted By: Orion George

Quantity Represented:

Item No.:

Field Sample No.: SS-6 to SS-8

Lot No.:

Date Sampled: 2/13/2024

Depth: 12.5'-20' Hole No.: MR23-02

Project Name: REPAIR STORM DAMAGE ON

MORA ROAD

Unit of MeasureResult

Specific Gravity @ 20°C 2.710

Methods: AASHTO T 100 - Specific Gravity of Soils Test Date: 3/13/2024 Tested By: Rob Lange

Comments:

Test Validated By: Rob Lange Validated Date: 3/27/2024

Version 1

Unit of MeasureResult

Liquid Limit From T 89 25

Plastic Limit from T 90 19

Plasticity Index 6

Methods: AASHTO T 89 & T 90 - Atterberg Limits Test Date: 3/12/2024 Tested By: Rob Lange

Comments:

Test Validated By: Rob Lange Validated Date: 3/13/2024

Version 1

Unit of MeasureResult

Classification A-1-a (0)

Gravel (2.00 mm and larger) 56.6 %

Coarse sand (2.0 to 0.42 mm) 13.6 %

Fine Sand (0.42 to 0.074 mm) 16.0 %

Methods: AASHTO M 145 - Classification (AASHTO M 145 is not an AAP accredited test)

Test Date: 3/27/2024

Tested By: Rob LangeVersion 1

All reported results apply to the sample as received.

Page 2 of 4Sample ID: W-24-0060-GS

Con tro lle d t ex t

Silt-clay (0.075mm and smaller) 13.8 %

Comments:

Test Validated By: Rob Lange Validated Date: 3/27/2024

Unit of MeasureResult

Drying Temperature 140 ° F

Moisture Content 10.1 %

Methods: AASHTO T 265 Moisture Content of Soil Test Date: 3/11/2024 Tested By: Chuck Miller

Comments:

Test Validated By: Chuck Miller Validated Date: 3/12/2024

Version 1

Unit of MeasureResult

6" sieve (152.4 mm) % Passing - %

5" sieve (127 mm) % Passing - %

4" sieve (101.6 mm) % Passing - %

3 1/2" sieve (88.9 mm) % Passing - %

3" sieve sieve (76 mm) % Passing - %

2 1/2" sieve (63.5 mm) % Passing - %

2" sieve (50.0 mm) % Passing - %

1 1/2" sieve (37.5 mm) % Passing 100.0 %

1" sieve (25.0 mm) % Passing 93.6 %

3/4" sieve (19.0 mm) % Passing 91.4 %

1/2" sieve (12.5 mm) % Passing 81.0 %

3/8" sieve (9.5 mm) % Passing 72.6 %

No. 4 sieve (4.75 mm) % Passing 58.6 %

No. 10 sieve (2.0 mm) % Passing 43.4 %

No. 40 Sieve (0.425 mm) % Passing 29.8 %

No. 200 Sieve (0.075 mm) % Passing 13.8 %

Interpolated 0.020 mm % Passing 10.5 %

Interpolated 0.010 mm % Passing 8.6 %

Interpolated 0.005 mm % Passing 6.5 %

Interpolated 0.002 mm % Passing 4.0 %

Interpolated 0.001 mm % Passing 2.7 %

D10 0.01668 mm

D30 0.43488 mm

D50 2.91442 mm

D60 5.10093 mm

CU 305.830

CC 2.223

Methods: AASHTO T 88 - Particle Size Analysis of Soils Test Date: 3/13/2024 Tested By: Rob LangeVersion 1

All reported results apply to the sample as received.

Page 3 of 4Sample ID: W-24-0060-GS

Con tro lle d t

Test Validated By: Rob Lange Validated Date: 3/27/2024

Unit of MeasureResult

Classification SM, Silty sand with gravel

Cobbles 0 %

Coarse Gravel 9 %

Fine Gravel 33 %

Coarse Sand 15 %

Medium Sand 14 %

Fine Sand 16 %

Silt 14 %

Methods: ASTM D2487 - (Unified Soils Classification System) Test Date: 3/27/2024 Tested By: Rob Lange

Comments:

Test Validated By: Rob Lange Validated Date: 3/27/2024

Version 1

All reported results apply to the sample as received.

Page 4 of 4Sample ID: W-24-0060-GS

Con tro lle d t

Sample ID: W-24-0061-GS

Materials Laboratory

ISO/IEC 17025:2017 Accredited Date Distributed: 04/08/2024

Table of Contents

Station:

Material Description: SO-COM

MilePost:

Offset:

Intended Use:

Remarks:

Source Name:

Source Location:

Sample Location: Other

Submitted By: Orion George

Quantity Represented:

Item No.:

Field Sample No.: SS-10 to SS-14

Lot No.:

Date Sampled: 2/13/2024

Depth: 22.5-45.0' Hole No.: MR23-02

Project Name: REPAIR STORM DAMAGE ON

MORA ROAD

W-24-0061-GS _________________________________________________________________ 2

SHEAR_REPORT (FINAL) W-24-0061-GS _________________________________________ 6

Project No.: WA NP OLYM 115(1) Sample ID: W-24-0061-GS

Materials Laboratory

ISO/IEC 17025:2017 Accredited Date Distributed: 04/08/2024

Material Description: SO-COM

MilePost:

Offset:

Intended Use:

Remarks:

Source Name:

Source Location:

Sample Location: Other

Submitted By: Orion George

Quantity Represented:

Item No.:

Field Sample No.: SS-10 to SS-14

Lot No.:

Date Sampled: 2/13/2024

Depth: 22.5-45.0' Hole No.: MR23-02

Project Name: REPAIR STORM DAMAGE ON

MORA ROAD

Unit of MeasureResult

Specific Gravity @ 20°C 2.818

Methods: AASHTO T 100 - Specific Gravity of Soils Test Date: 3/14/2024 Tested By: Rob Lange

Comments:

Test Validated By: Rob Lange Validated Date: 3/27/2024

Version 1

Unit of MeasureResult

Liquid Limit From T 89 Not Run

Plastic Limit from T 90 Non-Plastic

Plasticity Index Not Applicable

Methods: AASHTO T 89 & T 90 - Atterberg Limits Test Date: 3/12/2024 Tested By: Rob Lange

Comments:

Test Validated By: Rob Lange Validated Date: 3/12/2024

Version 1

Unit of MeasureResult

Classification A-1-a (0)

Gravel (2.00 mm and larger) 55.3 %

Coarse sand (2.0 to 0.42 mm) 19.2 %

Methods: AASHTO M 145 - Classification (AASHTO M 145 is not an AAP accredited test)

Test Date: 3/27/2024

Tested By: Rob LangeVersion 1

All reported results apply to the…