W912QR24R0005_Geotech_Report-0002.pdf

Geotechnical Data Report

Final Revision no: 0

U.S. Army Corps of Engineers, Louisville District

Yakima ECS Warehouse June 28, 2023

REFERENCE - FOR

INFORMATION ONLY

W912QR24R0005_Geotech_Report-0002

Client name: U.S. Army Corps of Engineers, Louisville District

Project name: Yakima ECS Warehouse

Document no: 230628151550_68b36f6b Project no: LDAR2201

Revision no: 0 Project manager: Lena Gandiaga

Date: June 28, 2023 Prepared by: Yvonne Wangare; Jithin Nair

File name: Yakima ECS Warehouse_GDR_final.docx

Document history and status

Revision Date Description Author Checked Reviewed Approved

0 12/21/22 Prefinal Geotechnical Data Report

Y. Wangare

J. Nair

D. Pearson P. Davis L. Gandiaga

0 6/28/23 Final Geotechnical Data Report

Y. Wangare

J. Nair

P. Davis

Distribution of copies

Revision Issue approved Date issued Issued to Comments

Jacobs Engineering Group Inc.

999 W. Main St, Suite 1200 | Boise, ID 83702 | United States www.jacobs.com

Copyright Jacobs Engineering Group Inc. © 2023.

All rights reserved. The concepts and information contained in this document are the property of the Jacobs group of companies. Use or copying of this document in whole or in part without the written permission of Jacobs constitutes an infringement of copyright. Jacobs, the Jacobs logo, and all other Jacobs trademarks are the property of Jacobs.

NOTICE: This document has been prepared exclusively for the use and benefit of Jacobs’ client. Jacobs accepts no liability or responsibility for any use or reliance upon this document by any third party.

230628151550_68b36f6b i

Contents Acronyms and Abbreviations ..................................................................................................................................................... iii

1. Introduction .................................................................................................................................................................... 1-1

1.1 Authorization ........................................................................................................................................................................1-1

1.2 Purpose and Scope .............................................................................................................................................................1-2

1.3 Limitations .............................................................................................................................................................................1-2

2. Site Conditions ............................................................................................................................................................... 2-1

2.1 Previous Field Investigations and Testing Program ..............................................................................................2-1

2.2 2022 Geotechnical Exploration and Laboratory Testing Program .................................................................2-1

2.2.1 Geotechnical Borings............................................................................................................................................2-1

2.2.2 Test Pits ......................................................................................................................................................................2-3

2.2.3 Geophysical Testing ..............................................................................................................................................2-3

2.2.4 Laboratory Testing ................................................................................................................................................2-3

3. Site and Subsurface Conditions ................................................................................................................................. 3-1

3.1 Site Geology ..........................................................................................................................................................................3-1

3.2 Faulting and Seismicity .....................................................................................................................................................3-1

3.3 Site Classification for Seismic Hazard Characterization .......................................................................................3-1

3.4 Subsurface Conditions ......................................................................................................................................................3-3

3.4.1 Silty Sand to Sandy Silt (Fill) .............................................................................................................................3-3

3.4.2 Weathered Basalt ...................................................................................................................................................3-3

3.4.3 Basalt ..........................................................................................................................................................................3-3

3.5 Groundwater .........................................................................................................................................................................3-3

4. Conclusions ..................................................................................................................................................................... 4-1

5. References ....................................................................................................................................................................... 5-1

Appendixes

A TEMF Facility Geotechnical Subsurface Explorations B Jacobs 2022 Geotechnical Subsurface Explorations C Geophysical Test Results D Laboratory Test Results

Tables

Table 2-1. Table Title...................................................................................................................................................................................2-3 Table 2-2. Table Title...................................................................................................................................................................................2-3 Table 2-3. Laboratory Results ..................................................................................................................................................................2-4

Figures

Figure 1-1. Proposed ECS-10 Warehouse Vicinity Map .................................................................................................................1-1 Figure 2-1. Subsurface Exploration Plan ............................................................................................................................................2-2 Figure 3-1. U.S. Geological Survey Quaternary Faults Near the project site. ........................................................................3-2

230628151550_68b36f6b iii

Acronyms and Abbreviations

ASTM ASTM International bgs below ground surface bpf blow(s) per foot

CPT cone penetration test g gravitational acceleration

GDR Geotechnical Data Report

Jacobs Jacobs Engineering Group Inc.

Mw moment magnitude

N/A not available

NAVD88 North American Vertical Datum of 1988 sCPT seismic cone penetration test

SPT standard penetration test

USCS Unified Soil Classification System

USACE United States Army Corps of Engineers

230628151550_68b36f6b 1-1

1. Introduction

This Geotechnical Data Report (GDR) was prepared to document findings of the 2022 geotechnical subsurface exploration program for the U.S. Army Corps of Engineers (USACE), Louisville District, in support of the construction of an Equipment Concentration Site (ECS) Warehouse. The facility is to be used for pallet rack storage of equipment at the Yakima Training Center (YTC) in Yakima, Washington. Figure 1-1 show the location and vicinity map of the project.

The existing ECS-10 and military equipment parking (MEP) at Joint Base Lewis-McChord (JBLM) does not have the capacity for necessary future mission activities. This project will provide a new 50,000-square-foot (ft2) ECS-

10 Warehouse facility at the YTC, which is part of United States Army Reserve 88th Regional Support Command

(USAR/88th RSC). The new Warehouse, supporting utilities, and pavements will be designed as permanent construction in accordance with Department of Defense (DoD) Unified Facilities Criteria (UFC) 1-200-02, Yakima and JBLM Facility standards, Army Reserve Facilities Design Guide, and other requirements identified in Project

Description and Scope of Work dated 13 April 2022.

Figure 1-1. Proposed ECS-10 Warehouse Vicinity Map

Source: https://apps.nationalmap.gov/viewer

1.1 Authorization

Jacobs Engineering Group Inc. (Jacobs) planned, coordinated, and oversaw the 2022 geotechnical subsurface explorations and prepared this GDR for USACE..

230628151550_68b36f6b 1-2

1.2 Purpose and Scope

The geotechnical subsurface explorations aimed to collect subsurface data to develop a better understanding of the subsurface conditions at the Yakima ECS Warehouse site and the associated seismic hazards that can influence the seismic vulnerability of the Warehouse, allowing Jacobs to optimize its design.

The geotechnical subsurface explorations consisted of the following:

A geophysical survey Four borings Eight test pits Laboratory testing of select soil samples to measure index properties of the subsurface materials encountered

This GDR presents the data collected during the 2022 geophysical survey performed on July 15, 2022, and geotechnical subsurface explorations, including borings and test pits, performed between September 12 and

September 13, 2022. This GDR presents the geotechnical data only. Geotechnical design and construction recommendations are provided under a separate cover..

1.3 Limitations

This report has been prepared exclusively for USACE, for Jacobs design team, and for the construction contractor for specific application to the Yakima ECS Warehouse Project in accordance with generally accepted geotechnical engineering practice. No other warranty, expressed or implied, is made.

The description of subsurface conditions contained in this GDR is based on data obtained from the geotechnical subsurface explorations that indicate subsurface conditions only at specific locations and times and only to depths explored. Strata and water level variations that may exist between exploration locations or over time are not necessarily reflected in the data..

Jacobs is not responsible for the validity of data collected by others and cautions that older data should be used with care because the vertical datum and ground surface elevations may have changed, and the quality of in situ and laboratory data may not be fully understood.. Jacobs is not responsible for any claims, damages, or liability associated with the interpretation or reuse of the geotechnical subsurface data by others without the expressed written authorization of Jacobs.

230628151550_68b36f6b 2-1

2. Site Conditions

This section presents data obtained from previous geotechnical explorations in the vicinity, the project-specific geotechnical field exploration program, and the laboratory testing program.

2.1 Previous Field Investigations and Testing Program

In 2019, Shannon and Wilson, Inc. (S&W), conducted subsurface explorations at the adjacent proposed Tactical

Equipment Maintenance Facility (TEMP) and Military Equipment Parking (MEP) sites at the YTC. Results of these explorations are documented in Modified Tactical Equipment Maintenance Facility and Military Equipment

Parking, Yakima Training Center, Washington, Geotechnical and Hydrogeological Report (S&W 2019), submitted to Burns & McDonnell.

Data from these explorations is included in Appendix A

2.2 2022 Geotechnical Exploration and Laboratory Testing Program

The project-specific geotechnical exploration and testing program was conducted by Jacobs to determine project specific subsurface soil types and layer depths, including depth to bedrock and basalt competency, and to determine the seismic characteristics of the subsurface layers through geophysical testing methods.

The geophysical testing was conducted on July 15, 2022, and the borings and test pits between September 12 and September 13, 2022A total of four borings, and eight test pits, were explored and subsequent laboratory testing was performed on selected soil and rock samples. Figure 2-1 shows the approximate locations of the completed subsurface explorations.

Before starting the geotechnical subsurface exploration program, Jacobs arranged and coordinated an independent underground utility locating survey on the project property, notified the Washington Utility

Notification Center, and obtained necessary utility clearances. Boring and test pit locations were field located by

Jacobs and adjusted to avoid utility conflicts.

2.2.1 Geotechnical Borings

The exploration test hole program consisted of drilling four borings, B-1 through B-4. The borings were performed on September 13, 2022, by Holt Services, Inc. of Edgewood, Washington, under contract to Jacobs.

The borings were drilled and sampled using a truck-mounted Mobile Drill B-56 drill rig using mud-rotary drilling techniques.

All the four borings were drilled to a depth of 10 feet bgs. Disturbed soil samples were collected at 5-foot intervals within the overburden soil layer. This was achieved using a 1.5 inch inside diameter SPT split-spoon sampler using a 140-pound free-falling automatic hydraulic trip hammer in accordance with ASTM International

(ASTM) D-1586 (ASTM 2018). Where sampler refusal was identified as the native Basalt rock layer, 5 feet of rock coring was performed using HQ coring techniques with a non-recirculating water source. The Jacobs field representative provided continuous field observations and logging of the soils and rock encountered. Visual classification of collected soil samples was completed in accordance with ASTM International (ASTM) D2488, Standard Practice for Description and Identification of Soils (Visual-Manual Procedure). Sample descriptions, results of field tests, and observations made during drilling were recorded on soil boring and rock core logs. The complete boring logs and rock core logs are included in Appendix B.

230628151550_68b36f6b 2-2

Figure 2-1. Subsurface Exploration Plan

230628151550_68b36f6b 2-3

All borings were backfilled with bentonite hole plug and restored to original surface condition upon completion as per the state and local guidelines. Table 1 summarizes the borings completed.

Table 2-1. Table Title

Boring No. Date Completed

Rock Depth

(feet)

Completion Depth

(feet bgs)

B-1 9/13/22 5.1 10

B-2 9/13/22 5.1 10

B-3 9/13/22 5.2 10

B-4 9/13/22 5.2 10

2.2.2 Test Pits

Eight test pits designated TP-1 through TP-8 were performed on September 12, 2022, by Clearcreek

Contractors, Inc. of Everett, Washington. The test pits were excavated using a Yanmar Vio-50 mini excavator to depths ranging from approximately 1.3 feet at TP-6 to 3.3 feet at TP-4, where they were terminated at the top of bedrock. A Jacobs representative observed the test pit excavations, collected soil sampled for testing, and logged the subsurface conditions. Following excavation and sample collection, the test pits were backfilled with excavated spoils. The test pit log is included in Appendix B. Table 2 summarizes the test pits completed.

Table 2-2. Table Title

Test pit No. Date Completed

Rock Depth

(feet)

Completion Depth

(feet)

TP-1 9/12/22 1.9 1.9

TP-2 9/12/22 2.9 2.9

TP-3 9/12/22 2.2 2.2

TP-4 9/12/22 3 3.3

TP-5 9/12/22 0.6 1.9

TP-6 9/12/22 0.8 1.3

TP-7 9/12/22 1.9 2.6

TP-8 9/12/22 2.6 3.2

2.2.3 Geophysical Testing

Siemens & Associates performed geophysical exploration using the Seismic Refraction (SR) and Linear

Microtremor (LM) method. Measurement of the shear-wave velocity profile to 100-foot depth was modeled to establish the seismic site classification in accordance with American Society of Civil Engineers (ASCE) 7-16 criterion (ASCE 2020). The Geophysical Exploration Report can be found in Appendix C.

2.2.4 Laboratory Testing

A series of laboratory tests were performed on selected soil samples recovered from the soil borings and test pits. The laboratory tests were performed on representative soil samples by HWA of Lynwood, Washington. The visual field classifications were modified, as necessary, by Jacobs engineering staff based on laboratory test results to update field classifications on the logs. The following laboratory tests were conducted in accordance with applicable ASTM standards:

Natural moisture content (ASTM D-2216) (ASTM 2019)

230628151550_68b36f6b 2-4

Percent finer than no. 200 sieve (ASTM D-1140) (ASTM 2017b) Particle-size analysis (ASTM D-6913) (ASTM 2017c) Liquid limit, plasticity limit, and plasticity index of soils – Atterberg limits (ASTM D-4318) (ASTM 2017d)

Table 3 summarizes the laboratory test results, which also are presented on the field boring logs in Appendix B next to the corresponding sample. The laboratory test results are included in Appendix D.

Table 2-3. Laboratory Results

Boring No.

Sample Depth (feet bgs)

USCS

Moisture Content

Sieve Atterberg Limits

Gravel

Sand

Fines

Liquid Limit

Plasticity Limit

B-2-22 1-SS 0.2 ML 20.5 - - 61 - -

B-3-22 1-SS 0.2 ML 22 - - 64 - -

TP-1-22 Grab-1 1 GM 7.7 43.0 32.8 24.1 - -

TP-2-22 Bucket-1 0.5 SC 10.9 - - 42.9 27 17

TP-6-22 Grab-1 0.5 ML 14.8 - - 74.2 - -

TP-8-22 Grab-1 0.8 CL 18 - - - 29 18

Notes:

-- = not applicable

N/A = not available

USCS = Unified Soil Classification System

CL = lean clay with gravel or sand and shells or sandy lean clay

GM = silty gravel with sand

ML = sandy silt or silt with sand

SC = clayey sand or clayey sand with gravel

230628151550_68b36f6b 3-1

3. Site and Subsurface Conditions

3.1 Site Geology

The proposed ECS-10 Warehouse site lies in Pomona Valley, which is bounded by Yakima River to the west, Yakima Ridge to the south and Umtanum Ridge to east.

Geologic information for the site and the surrounding area was obtained from the Geology of the Selah Area, Yakima County, Washington (Campbell. 1977). Surficial deposits in the vicinity of the site are mapped as Pomona

Basalt (Tep). Pomona Basalt is a member of the Yakima Basalt Formation. Pomona flow, the third youngest flow of the late Yakima Basalt in south-central Washington has been defined and clearly distinguished from underlying and overlying flows by following features: geometry and structures (total thickness, zones of characteristic jointing, thickness and form of columns, pipe vesicles, and vesicle cylinders); textures (crystallinity, grain size, phenocrysts, glomeroporphyritic clots); composition (olivine and pyroxene, and total chemical composition); and weathering features. Field recognition of Pomona flow is aided by its association with a distinctive tuff containing accretionary lapilli. Over much of area this tuff was welded or fused at the contact by overriding hot Pomona flow. In some places the Pomona flow burrowed into this tuff, producing a peperite.

Alluvium, flood-plain deposits (Qal) and Gravel and Sand consisting mostly of pumice and andesite (Tep) is also mapped in the vicinity of the site.

3.2 Faulting and Seismicity

The proposed ECS-10 Warehouse site is located in an area of moderate to potentially high seismic activity. The major faults closest to the site are shown on the U.S. Geological Survey Interactive Quaternary faults map (USGS

2021) on Figure 3-1. Significant seismically active faults near the site include the Uhtanum Ridge-Gable

Mountain Fault, Saddle Mountains Fault, and Manastash Ridge Fault.

The closest segment of the Uhtanum Fault is about 7 miles south of the site. The length of the fault zone is 46 miles with a slip rate of less than 0.008 inch per year. The Saddle Mountain Fault, which is 30 miles north of the site is 56 miles with a slip rate between 0.006 and 0.012 inch per year.

3.3 Site Classification for Seismic Hazard Characterization

A geophysical exploration was conducted to measure the seismic site classification within the area of the proposed site on July 15, 2022. The measured average shear-wave velocity in the upper 100 feet, vS, was 4,442 and 4,254 feet per second in the east and west location. In accordance with ASCE/SEI 7-16 (ASCE 2020), the site is classified as Site Class B.

The seismic parameters and ground motions were determined based on ASCE 7-16 (ASCE 2020) using the

OSHPD Seismic Design Maps (https://www.seismicmaps.org/). The pertinent parameters for the design response spectra are summarized in Table 4, which include the mapped and adjusted peak seismic ground acceleration

(PGA and PGAM, respectively); the horizontal response spectral acceleration coefficient at 0.2-second and 1.0-second period (SS, and S1, respectively); the site factors for zero-period (Fpga), short-period range (Fa), and long-period range (Fv); the design spectral acceleration coefficient at short periods and 1.0-second period (SMS, and

SM1, respectively); the site-adjusted MCER spectral acceleration coefficient at short periods and 1.0-second period

(SDS, and SD1, respectively); and the long-period transition period (TL). The seismic design data are presented in

Appendix D.

230628151550_68b36f6b 3-2

Figure 3-1. U.S. Geological Survey Quaternary Faults Near the project site.

Table 3-1. Design Seismic Parameters

Seismic Parameter Description Value

PGA Mapped (MCEG) PGA 0.207

Ss Mapped short-period (at 0.2 second) spectral acceleration (g) 0.467

S1 Mapped long-period (at 1 second) spectral acceleration (g) 0.195

FPGA PGA site coefficient (Site Class B) 0.9

Fa Short-period site coefficient (Site Class B) 0.9

Fv Long-period site coefficient (Site Class B) 0.8

SMS Site-adjusted MCER spectral acceleration at short periods (g) 0.421

SM1 Site-adjusted MCER spectral acceleration at 1.0-second period (g) 0.156

PGAM MCEG PGA adjusted for Site Class B 0.186

SDS Design short-period spectral acceleration (g) 0.28

SD1 Design long-period (at 1 second) spectral acceleration (g) 0.104

TL Long-period transition period 16

Source: (OSPHD 2022; ASCE 2020) g = acceleration due to gravity

MCEG = maximum considered earthquake geometric mean

MCER = maximum considered earthquake risk-adjusted

230628151550_68b36f6b 3-3

3.4 Subsurface Conditions

The subsurface explorations (that is, borings and test pit) encountered Fill and Basalt. Descriptions of the units encountered in the boreholes and test pit are included in the text that follows.

3.4.1 Silty Sand to Sandy Silt (Fill)

The upper 2 to 4 feet of material at the site below gravel surfacing was soil fill consisting of silty sand to sandy silt. . The overburden soil fill material was encountered in all the borings and test pits. The SPT standard blow count (N) ranged from 12 to refusal. It is noted that the blow count may have a bias due to the presence of presence of residual gravels and cobbles from underlying weathered basalt, which are larger than the inner diameter of the standard samplers. The measured shear-wave velocity of the overburden soil was 741 feet per second. Based on the samples collected from borings and test pit, the fill material consists of silty sand to sandy silt with thin layers of clay present at various location.

3.4.2 Weathered Basalt

Weathered Basalt was observed beneath the fill layer. Weathered basalt consists of light pink to gray basalt fragments with some gray silt present. The thickness of weathered basalt ranged from 2 to 3 feet and was observed in dense to very dense condition.

3.4.3 Basalt

The basalt is typically dark gray, fresh to slightly weathered, and extremely close to closely fractured. RQD ranged from 7 to 39 percent, indicating very poor to moderate rock mass characteristics.

Fracture density and characteristics of the basalt are variable throughout the core due to weathering and mineral precipitation. The fractures tended to be predominantly randomly oriented and slightly to moderately weathered with stains, secondary mineralization. The roughness was variable; but typically, the joints were observed to be rough and planar, with some undulating joints.

3.5 Groundwater

Groundwater was not encountered in Jacobs’ September 2022 explorations, or previous explorations in the area of the site..

230628151550_68b36f6b 4-1

4. Conclusions

The observations made during the field exploration, laboratory test results, and interpretation of subsurface profile beneath the proposed project site presented herein, resulted in the following conclusions:

The site is classified as Site Class B per ASCE 7-16.

The subsurface conditions encountered at the site were primarily medium dense to dense gravel fill overlying shallow basalt

Groundwater was not encountered during the field exploration.

230628151550_68b36f6b 5-1

5. References

American Society of Civil Engineers (ASCE). 2013. ASCE Standard ASCE/SEI 41-13: Seismic Evaluation and

Retrofit of Existing Buildings. American Society of Civil Engineers, Reston.

ASTM International (ASTM). 2017a. Standard Practice for Description and Identification of Soils (Visual-Manual

Procedure). ASTM D-2488. ASTM International: West Conshohocken, Pennsylvania

ASTM International (ASTM). 2017b. Standard Test Methods for Amount of Material in Soils Finer Than the No.

200 (75-µm) Sieve. ASTM D-1140. ASTM International: West Conshohocken, Pennsylvania

ASTM International (ASTM). 2017c. Standard Test Methods for Particle-Size Distribution (Gradation) of Soils

Using Sieve Analysis. ASTM D-6913. ASTM International: West Conshohocken, Pennsylvania

ASTM International (ASTM). 2017d. Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of

Soils. ASTM D-4318. ASTM International: West Conshohocken, Pennsylvania

ASTM International (ASTM). 2018. Standard Test Method for Standard Penetration Test (SPT) and Split-Barrel

Sampling of Soils. ASTM D-1586. ASTM International: West Conshohocken, Pennsylvania

ASTM International (ASTM). 2019. Standard Test Methods for Laboratory Determination of Water (Moisture)

Content of Soil and Rock by Mass. ASTM D-2216. ASTM International: West Conshohocken, Pennsylvania.

Appendix A TEMF Facility Geotechnical Subsurface Explorations

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N046° 41' 07.40"

N046° 41' 05.58"

N046° 41' 05.64"

N046° 41' 08.44"

N046° 41' 06.55"

LONGITUDE

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W120° 27' 05.72"

W120° 27' 18.15"

W120° 27' 16.69"

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A1 OVERALL BORING LOCATION PLAN

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1. THE SUBSURFACE/GEOTECHNICAL

INVESTIGATION TITLED "GEOTECHNICAL AND

HYDROGEOLOGICAL REPORT MODIFIED

TACTICAL EQUIPMENT MAINTENANCE

FACILITY AND MILITARY EQUIPMENT

PARKING" WAS PERFORMED BY SHANNON &

WILSON, INC. IN MAY 2019. THE RESULTS OF

THE INVESTIGATION ARE CONTAINED IN THE

PROJECT GEOTECHNICAL REPORT, WHICH

CAN BE SUPPLIED UPON REQUEST.

SUBSURFACE INVESTIGATION NOTES:

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C1 LOG OF BORING B-1

SCALE: N.T.S.

A1 LOG OF BORING B-10

SCALE: N.T.S.

C2 LOG OF BORING B-2

SCALE: N.T.S.

A2 LOG OF BORING B-11

SCALE: N.T.S.

C3 LOG OF BORING B-9

SCALE: N.T.S.

A3 LOG OF BORING B-12

SCALE: N.T.S.

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Appendix B Jacobs 2022 Geotechnical Subsurface Explorations

9-11-50/5 (61/11")

50/1 (50/1")

1-SS

2-SS

0.2

5.0

1.7

0.6

0.1

Surficial Gravel

SILTY SAND (SM)

brown to light pink, moist, very dense, fine to coarse sand

BASALT fragments dark gray, very dense Begin Rock Coring at 5.1 ft bgs See the next sheet for the rock core log

Drilled to ~2" to get past the surficial gravel layer

Drilled to 5'

- DR that it feels like drilling through gravel and cobbles

- tan wash and rig chatter

- black rock gragments in wash starting at ~4'

End of soil boring at 0930

ORIENTATION : Vertical

WATER LEVELS : ---

BORING NUMBER:

SHEET 1 OF 2B-1-22

D

E P

T H

B E

LO

W

E X

IS

T

IN

G

G R

A D

E (f

t) 6"-6"-6" (N)

PROJECT NUMBER:

SOIL DESCRIPTION

DRILLING CONTRACTOR : Holt Services, Inc.

LOCATION : north-east corner of the warehouse footprint

STANDARD

PENETRATION

TEST RESULTS

COMMENTS

ELEVATION :

LDAR2201

DRILLING EQUIPMENT AND METHOD : Mobile B58 Truck-mounted drill rig, Rotary Wash with SPT Sampling #T

Y P

E

LOGGER : Y. WangareSTART : 9/15/22 09:00 END : 9/15/2022

PROJECT : Yakima ECS Warehouse, Yakima, WA

SOIL NAME, USCS GROUP SYMBOL, COLOR,

MOISTURE CONTENT, RELATIVE DENSITY OR

CONSISTENCY, SOIL STRUCTURE, MINERALOGY

S Y

M B

O

LI

C L

O G

SOIL BORING LOG

DEPTH OF CASING, DRILLING RATE,

DRILLING FLUID LOSS, TESTS, AND

INSTRUMENTATION

IN

T

E R

V A

L (f t)

S A

M P

LE

R

E C

O V

E R

Y ft)

0.0

5.0

10.0

15.0

>10

1-HQ at 5'

- run: 0942- 0953

- gray wash

Borehole backfilled with bentonite hole plug and gravel surface restored

BASALT

(1st 16") red-brown, gray, fine-grained, vesicular, mostly fresh, R4

(to bottom of core) Similar to 1st 16" of core, except gray, fewer vesicles, fresh to slighly weathered

Bottom of Boring at 10.0 ft bgs on 9/15/22 10:30

5-10'' - fractures (joints, incipient joints, fracture zones, mechanical breaks), extremely close to close spacing undulating rough to smooth, some surface staining (especially top 40" of core) with white infillings in a few vesicles

5.1

C O

R E

R U

N

LE

N

G T

H , A

N D

R E

C O

V E

R Y

ORIENTATION : Vertical

F R

A C

T U

R E

S P

E R

F O

O T

R Q

D

DEPTH, TYPE, ORIENTATION, ROUGHNESS,

PLANARITY, INFILLING MATERIAL AND

THICKNESS, SURFACE STAINING, AND TIGHTNESS

DESCRIPTION

DISCONTINUITIES

PROJECT NUMBER:

DRILLING CONTRACTOR : Holt Services, Inc.ELEVATION :

LDAR2201 B-1-22

LOCATION : north-east corner of the warehouse footprint

COMMENTS

SIZE AND DEPTH OF CASING,

FLUID LOSS, CORING RATE AND

SMOOTHNESS, CAVING ROD

DROPS, TEST RESULTS, ETC.

LITHOLOGY

ROCK TYPE, COLOR,

MINERALOGY, TEXTURE,

WEATHERING, HARDNESS,

AND ROCK MASS

CHARACTERISTICS

LOGGER : Y. Wangare

BORING NUMBER:

WATER LEVELS : ---

PROJECT : Yakima ECS Warehouse, Yakima, WA

SHEET 2 OF 2

START : 9/15/22 09:00 END : 9/15/2022

ROCK CORE LOG

CORING EQUIPMENT AND METHOD : Mobile B58 Truck-mounted drill rig, HQ Rock Coring

S Y

M B

O

LI

C L

O G

D E

P T

H A

N D

E

LE

V A

T

IO

N B

E

LO

W S

U R

F A

C E ft

1-HQ

4.9 ft 86%

15-8-4 (12)

50/1 (50/1")

1-SS

2-SS

0.2

5.0

1.7

1.2

0.1

Surficial Gravel SILT with SAND (ML) brown, moist, stiff, fine sand, trace fne gravel (silt content increases with depth)

BASALT fragments dark gray, very dense Begin Rock Coring at 5.1 ft bgs See the next sheet for the rock core log

Drilled to ~2" to get past the surficial gravel layer

Drilled to 5'

- DR hard drilling starting at 3'; probably weathered rock

- gray wash with dark gray rock fragments

- rig chatter

- DR switch from weathered rock to core-able hard material at ~4'10" End of soil boring at 1105

ORIENTATION : Vertical

WATER LEVELS : ---

BORING NUMBER:

SHEET 1 OF 2B-2-22

D

E P

T H

B E

LO

W

E X

IS

T

IN

G

G R

A D

E (f

t) 6"-6"-6" (N)

PROJECT NUMBER:

SOIL DESCRIPTION

DRILLING CONTRACTOR : Holt Services, Inc.

LOCATION : north-west corner of the warehouse footprint

STANDARD

PENETRATION

TEST RESULTS

COMMENTS

ELEVATION :

LDAR2201

DRILLING EQUIPMENT AND METHOD : Mobile B58 Truck-mounted drill rig, Rotary Wash with SPT Sampling #T

Y P

E

LOGGER : Y. WangareSTART : 9/15/22 10:40 END : 9/15/2022

PROJECT : Yakima ECS Warehouse, Yakima, WA

SOIL NAME, USCS GROUP SYMBOL, COLOR,

MOISTURE CONTENT, RELATIVE DENSITY OR

CONSISTENCY, SOIL STRUCTURE, MINERALOGY

S Y

M B

O

LI

C L

O G

SOIL BORING LOG

DEPTH OF CASING, DRILLING RATE,

DRILLING FLUID LOSS, TESTS, AND

INSTRUMENTATION

IN

T

E R

V A

L (f t)

S A

M P

LE

R

E C

O V

E R

Y ft)

0.0

5.0

10.0

>10

1-HQ at 5'

- 1112 - started run but had fluid issues

- run: 1115- 1123

- initially clear wash, then gray wash at `7'

- momentary fluid loss at ~8' and ~9'

Borehole backfilled with bentonite hole plug and gravel surface restored

BASALT

(1st 24") gray to red-brown-gray, fine-grained, vesicular (to 20"), fresh to slightly weathered, R3 - R4

(to bottom of core) Similar to 1st 2' of core, except gray, fewer vesicles, mostly fresh, R4

Bottom of Boring at 10.0 ft bgs on 9/15/22 11:40

5-10'' - vertical to angular fractures (joints, incipient joints, fracture zones, mechanical breaks), extremely close to close spacing, undulating rough to smooth, little surface staining with white infillings in some vesicles

5.1

C O

R E

R U

N

LE

N

G T

H , A

N D

R E

C O

V E

R Y

ORIENTATION : Vertical

F R

A C

T U

R E

S P

E R

F O

O T

R Q

D

DEPTH, TYPE, ORIENTATION, ROUGHNESS,

PLANARITY, INFILLING MATERIAL AND

THICKNESS, SURFACE STAINING, AND TIGHTNESS

DESCRIPTION

DISCONTINUITIES

PROJECT NUMBER:

DRILLING CONTRACTOR : Holt Services, Inc.ELEVATION :

LDAR2201 B-2-22

LOCATION : north-west corner of the warehouse footprint

COMMENTS

SIZE AND DEPTH OF CASING,

FLUID LOSS, CORING RATE AND

SMOOTHNESS, CAVING ROD

DROPS, TEST RESULTS, ETC.

LITHOLOGY

ROCK TYPE, COLOR,

MINERALOGY, TEXTURE,

WEATHERING, HARDNESS,

AND ROCK MASS

CHARACTERISTICS

LOGGER : Y. Wangare

BORING NUMBER:

WATER LEVELS : ---

PROJECT : Yakima ECS Warehouse, Yakima, WA

SHEET 2 OF 2

START : 9/15/22 10:40 END : 9/15/2022

ROCK CORE LOG

CORING EQUIPMENT AND METHOD : Mobile B58 Truck-mounted drill rig, HQ Rock Coring

S Y

M B

O

LI

C L

O G

D E

P T

H A

N D

E

LE

V A

T

IO

N B

E

LO

W S

U R

F A

C E ft

1-HQ

4.9 ft 92%

14-11-8 (19)

50/2 (50/2")

1-SS

2-SS

0.2

5.0

1.7

1.2

0.1

Surficial Gravel

SANDY SILT (ML)

brown, moist, very stiff, fine sand, trace fine gravel, trace medium to coarse sand, trace organics

SANDY SILT (ML) with BASALT fragments brown, moist, hard Begin Rock Coring at 5.2 ft bgs See the next sheet for the rock core log

Drilled to ~2" to get past the surficial gravel layer

Drilled to 5'

- brown wash

- DR weathered rock at 4'

End of soil boring at 1315

ORIENTATION : Vertical

WATER LEVELS : ---

BORING NUMBER:

SHEET 1 OF 2B-3-22

D

E P

T H

B E

LO

W

E X

IS

T

IN

G

G R

A D

E (f

t) 6"-6"-6" (N)

PROJECT NUMBER:

SOIL DESCRIPTION

DRILLING CONTRACTOR : Holt Services, Inc.

LOCATION : south-west corner of the warehouse footprint

STANDARD

PENETRATION

TEST RESULTS

COMMENTS

ELEVATION :

LDAR2201

DRILLING EQUIPMENT AND METHOD : Mobile B58 Truck-mounted drill rig, Rotary Wash with SPT Sampling #T

Y P

E

LOGGER : Y. WangareSTART : 9/15/22 12:50 END : 9/15/2022

PROJECT : Yakima ECS Warehouse, Yakima, WA

SOIL NAME, USCS GROUP SYMBOL, COLOR,

MOISTURE CONTENT, RELATIVE DENSITY OR

CONSISTENCY, SOIL STRUCTURE, MINERALOGY

S Y

M B

O

LI

C L

O G

SOIL BORING LOG

DEPTH OF CASING, DRILLING RATE,

DRILLING FLUID LOSS, TESTS, AND

INSTRUMENTATION

IN

T

E R

V A

L (f t)

S A

M P

LE

R

E C

O V

E R

Y ft)

0.0

5.0

10.0

8 - >10

1-HQ at 5'

- run: 1324- 1332

- brown wash then gray wash

- red-brown wash at ~7' to 8'

Borehole backfilled with bentonite hole plug and gravel surface restored

BASALT

(1st 38") gray to red-brown-gray, fine-grained, vesicular (decreasing in size with depth), fresh to (mostly) slightly weathered, R3 - R4

(to bottom of core) Similar to 1st 38" of core, except less vesicles of smaller size, R4

Bottom of Boring at 10.0 ft bgs on 9/15/22 13:40

5-10'' - vertical and angular fractures (joints, incipient joints, fracture zones), extremely close to close spacing, undulating rough to smooth, surface staining

5.2

C O

R E

R U

N

LE

N

G T

H , A

N D

R E

C O

V E

R Y

ORIENTATION : Vertical

F R

A C

T U

R E

S P

E R

F O

O T

R Q

D

DEPTH, TYPE, ORIENTATION, ROUGHNESS,

PLANARITY, INFILLING MATERIAL AND

THICKNESS, SURFACE STAINING, AND TIGHTNESS

DESCRIPTION

DISCONTINUITIES

PROJECT NUMBER:

DRILLING CONTRACTOR : Holt Services, Inc.ELEVATION :

LDAR2201 B-3-22

LOCATION : south-west corner of the warehouse footprint

COMMENTS

SIZE AND DEPTH OF CASING,

FLUID LOSS, CORING RATE AND

SMOOTHNESS, CAVING ROD

DROPS, TEST RESULTS, ETC.

LITHOLOGY

ROCK TYPE, COLOR,

MINERALOGY, TEXTURE,

WEATHERING, HARDNESS,

AND ROCK MASS

CHARACTERISTICS

LOGGER : Y. Wangare

BORING NUMBER:

WATER LEVELS : ---

PROJECT : Yakima ECS Warehouse, Yakima, WA

SHEET 2 OF 2

START : 9/15/22 12:50 END : 9/15/2022

ROCK CORE LOG

CORING EQUIPMENT AND METHOD : Mobile B58 Truck-mounted drill rig, HQ Rock Coring

S Y

M B

O

LI

C L

O G

D E

P T

H A

N D

E

LE

V A

T

IO

N B

E

LO

W S

U R

F A

C E ft

1-HQ

4.8 ft 97%

12-9-50/3 (59/9")

50/2 (50/2")

1A-SS

1B-SS

2-SS

0.2

0.9

5.0

1.3

0.8

0.2

0.1

Surficial Gravel

SANDY SILT (ML)

brown, moist, fine sand, trace fine gravel, trace medium to coarse sand

SILTY SAND (SM)

brown to light pink - gray, moist, fine to coarse sand, trace fine gravel

BASALT fragments dark gray, very dense Begin Rock Coring at 5.2 ft bgs See the next sheet for the rock core log

Drilled to ~2" to get past the surficial gravel layer

Drilled to 5'

- DR harder drilling (possibly weathered rock at ~3.5 to 4')

- brown wash

End of soil boring at 1427

ORIENTATION : Vertical

WATER LEVELS : ---

BORING NUMBER:

SHEET 1 OF 2B-4-22

D

E P

T H

B E

LO

W

E X

IS

T

IN

G

G R

A D

E (f

t) 6"-6"-6" (N)

PROJECT NUMBER:

SOIL DESCRIPTION

DRILLING CONTRACTOR : Holt Services, Inc.

LOCATION : south-east corner of the warehouse footprint

STANDARD

PENETRATION

TEST RESULTS

COMMENTS

ELEVATION :

LDAR2201

DRILLING EQUIPMENT AND METHOD : Mobile B58 Truck-mounted drill rig, Rotary Wash with SPT Sampling #T

Y P

E

LOGGER : Y. WangareSTART : 9/15/22 14:00 END : 9/15/2022

PROJECT : Yakima ECS Warehouse, Yakima, WA

SOIL NAME, USCS GROUP SYMBOL, COLOR,

MOISTURE CONTENT, RELATIVE DENSITY OR

CONSISTENCY, SOIL STRUCTURE, MINERALOGY

S Y

M B

O

LI

C L

O G

SOIL BORING LOG

DEPTH OF CASING, DRILLING RATE,

DRILLING FLUID LOSS, TESTS, AND

INSTRUMENTATION

IN

T

E R

V A

L (f t)

S A

M P

LE

R

E C

O V

E R

Y ft)

0.0

5.0

10.0

>4

>10

>10

1-HQ at 5'

- run: 1438- 1446

- clear wash then red-brown wash then gray wash

Borehole backfilled with bentonite hole plug and gravel surface restored

BASALT

(1st 6") red-brown to gray, fine-grained, vesicular, fresh to slightly weathered, R3 - R4

(between 6" and 21") Similar to 1st 6" of core, except gray

(to bottom of core) Similar to above, except less vesicles of smaller size

Bottom of Boring at 10.0 ft bgs on 9/15/22 15:00

5-10'' - fractures (joints, incipient joints, fracture zones), extremely close to close spacing, undulating rough to smooth, some surface staining

5.2

C O

R E

R U

N

LE

N

G T

H , A

N D

R E

C O

V E

R Y

ORIENTATION : Vertical

F R

A C

T U

R E

S P

E R

F O

O T

R Q

D

DEPTH, TYPE, ORIENTATION, ROUGHNESS,

PLANARITY, INFILLING MATERIAL AND

THICKNESS, SURFACE STAINING, AND TIGHTNESS

DESCRIPTION

DISCONTINUITIES

PROJECT NUMBER:

DRILLING CONTRACTOR : Holt Services, Inc.ELEVATION :

LDAR2201 B-4-22

LOCATION : south-east corner of the warehouse footprint

COMMENTS

SIZE AND DEPTH OF CASING,

FLUID LOSS, CORING RATE AND

SMOOTHNESS, CAVING ROD

DROPS, TEST RESULTS, ETC.

LITHOLOGY

ROCK TYPE, COLOR,

MINERALOGY, TEXTURE,

WEATHERING, HARDNESS,

AND ROCK MASS

CHARACTERISTICS

LOGGER : Y. Wangare

BORING NUMBER:

WATER LEVELS : ---

PROJECT : Yakima ECS Warehouse, Yakima, WA

SHEET 2 OF 2

START : 9/15/22 14:00 END : 9/15/2022

ROCK CORE LOG

CORING EQUIPMENT AND METHOD : Mobile B58 Truck-mounted drill rig, HQ Rock Coring

S Y

M B

O

LI

C L

O G

D E

P T

H A

N D

E

LE

V A

T

IO

N B

E

LO

W S

U R

F A

C E ft

1-HQ

4.8 ft 90%

9/12/2022 Grab-1 collected from stockpile of excavated material

At ~1' 10", bucket teeth scraped against rock;

excavator operator said that material was hard Bulk sample (1 5-gallon bucket) collected from stockpiled excavated material Testpit backfilled with excavated material

Surficial Gravel

SILTY SAND with GRAVEL (SM) brown, moist, fine to coarse sand, fine to coarse gravel, trace roots

BASALT

gray, strong

Bottom of Boring at 1.9 ft bgs on 9/12/22 09:45

DATE EXCAVATED: 9/12/2022 9:10:00 AM

TEST PIT NUMBER:

LDAR2201 TP-1 SHEET 1 OF 1

TEST PIT LOG

CONTRACTOR: Clearcreek Contractors Inc

EXCAVATION EQUIPMENT: Yanmar vio-50 mini excavator

ELEVATION:

PROJECT: Yakima ECS Warehouse, Yakima, WA LOCATION: eastern edge of the warehouse footprint

PROJECT NUMBER:

D

E P

T H

B E

LO

W

S U

R F

A C

E

F T

IN

T

E R

V A

L (f t)

#T Y

P E

COMMENT

DIFFICULTY IN EXCAVATION,

RUNNING GRAVEL CONDITION,

COLLAPSE OF WALLS, SAND HEAVE,

DEBRIS ENCOUNTERED, WATER

SEEPAGE GRADATIONAL CONTACTS,

TEST, INSTRUMENTATION

SOIL NAME, USCS GROUP SYMBOL, COLOR,

MOISTURE CONTENT, RELATIVE DENSITY OR

CONSISTENCY, SOIL STRUCTURE, MINERALOGY

SOIL DESCRIPTIONSAMPLE

G R

A P

H

IC

L O

G

WATER LEVELS: None LOGGER: Y. WangareAPPROX. DIMENSIONS:

Grab-1 collected from stockpile of excavated material

Hard excavating as bucket broke through rock

Bucket teeth scraped against strong basalt Bulk sample (1 5-gallon bucket) collected from stockpiled excavated material Testpit backfilled with excavated material

Surficial Gravel

SILTY SAND (SM)

brown, moist, fine sand, some medium to coarse sand, some fine to coarse gravel

CLAYEY SILT (MH)

gray, moist, some sand becomes sandy and no clay

BASALT

light pink to gray

BASALT

gray, strong

Bottom of Boring at 2.9 ft bgs on 9/12/22 10:15

DATE EXCAVATED: 9/12/2022 9:48:00 AM

TEST PIT NUMBER:

LDAR2201 TP-2 SHEET 1 OF 1

TEST PIT LOG

CONTRACTOR: Clearcreek Contractors Inc

EXCAVATION EQUIPMENT: Yanmar vio-50 mini excavator

ELEVATION:

PROJECT: Yakima ECS Warehouse, Yakima, WA LOCATION: along east-west centerline of the warehouse footprint

PROJECT NUMBER:

D

E P

T H

B E

LO

W

S U

R F

A C

E

F T

IN

T

E R

V A

L (f t)

#T Y

P E

COMMENT

DIFFICULTY IN EXCAVATION,

RUNNING GRAVEL CONDITION,

COLLAPSE OF WALLS, SAND HEAVE,

DEBRIS ENCOUNTERED, WATER

SEEPAGE GRADATIONAL CONTACTS,

TEST, INSTRUMENTATION

SOIL NAME, USCS GROUP SYMBOL, COLOR,

MOISTURE CONTENT, RELATIVE DENSITY OR

CONSISTENCY, SOIL STRUCTURE, MINERALOGY

SOIL DESCRIPTIONSAMPLE

G R

A P

H

IC

L O

G

Grab-1 collected

Bucket teeth scraped against strong basalt Testpit backfilled with excavated material

Surficial Gravel

SANDY SILT (ML)

brown, moist, fine sand, trace organics dark gray SILT (MH) lens

BASALT

gray, strong

Bottom of Boring at 2.2 ft bgs on 9/12/22 10:29

DATE EXCAVATED: 9/12/2022 10:18:00 AM

TEST PIT NUMBER:

LDAR2201 TP-3 SHEET 1 OF 1

TEST PIT LOG

CONTRACTOR: Clearcreek Contractors Inc

EXCAVATION EQUIPMENT: Yanmar vio-50 mini excavator

ELEVATION:

PROJECT: Yakima ECS Warehouse, Yakima, WA LOCATION: along east-west centerline of the warehouse footprint

PROJECT NUMBER:

D

E P

T H

B E

LO

W

S U

R F

A C

E

F T

IN

T

E R

V A

L (f t)

#T Y

P E

COMMENT

DIFFICULTY IN EXCAVATION,

RUNNING GRAVEL CONDITION,

COLLAPSE OF WALLS, SAND HEAVE,

DEBRIS ENCOUNTERED, WATER

SEEPAGE GRADATIONAL CONTACTS,

TEST, INSTRUMENTATION

SOIL NAME, USCS GROUP SYMBOL, COLOR,

MOISTURE CONTENT, RELATIVE DENSITY OR

CONSISTENCY, SOIL STRUCTURE, MINERALOGY

SOIL DESCRIPTIONSAMPLE

G R

A P

H

IC

L O

G

Excavation seems soft

Grab-2 collected

Bucket teeth scraped against strong basalt Testpit backfilled with excavated material

Surficial Gravel

SILT with SAND (ML) brown, moist, fine sand, trace roots

SILT (MH)

dark gray, moist, some fine sand, trace roots becomes gray-brown and sandy

BASALT

light pink to gray

BASALT

gray, strong

Bottom of Boring at 3.3 ft bgs on 9/12/22 10:50

DATE EXCAVATED: 9/12/2022 10:33:00 AM

TEST PIT NUMBER:

LDAR2201 TP-4 SHEET 1 OF 1

TEST PIT LOG

CONTRACTOR: Clearcreek Contractors Inc

EXCAVATION EQUIPMENT: Yanmar vio-50 mini excavator

ELEVATION:

PROJECT: Yakima ECS Warehouse, Yakima, WA LOCATION: western edge of the warehouse footprint

PROJECT NUMBER:

D

E P

T H

B E

LO

W

S U

R F

A C

E

F T

IN

T

E R

V A

L (f t)

#T Y

P E

COMMENT

DIFFICULTY IN EXCAVATION,

RUNNING GRAVEL CONDITION,

COLLAPSE OF WALLS, SAND HEAVE,

DEBRIS ENCOUNTERED, WATER

SEEPAGE GRADATIONAL CONTACTS,

TEST, INSTRUMENTATION

SOIL NAME, USCS GROUP SYMBOL, COLOR,

MOISTURE CONTENT, RELATIVE DENSITY OR

CONSISTENCY, SOIL STRUCTURE, MINERALOGY

SOIL DESCRIPTIONSAMPLE

G R

A P

H

IC

L O

G

Bucket teeth scraped against strong basalt Testpit backfilled with excavated material

Surficial Gravel

SANDY SILT (ML)

brown, moist, fine sand, some medium to coarse sand

BASALT

light pink to gray

BASALT

gray, strong

Bottom of Boring at 1.9 ft bgs on 9/12/22 12:05

DATE EXCAVATED: 9/12/2022 11:49:00 AM

TEST PIT NUMBER:

LDAR2201 TP-5 SHEET 1 OF 1

TEST PIT LOG

CONTRACTOR: Clearcreek Contractors Inc

EXCAVATION EQUIPMENT: Yanmar vio-50 mini excavator

ELEVATION:

PROJECT: Yakima ECS Warehouse, Yakima, WA LOCATION: northern edge of the warehouse footprint (west side)

PROJECT NUMBER:

D

E P

T H

B E

LO

W

S U

R F

A C

E

F T

IN

T

E R

V A

L (f t)

#T Y

P E

COMMENT

DIFFICULTY IN EXCAVATION,

RUNNING GRAVEL CONDITION,

COLLAPSE OF WALLS, SAND HEAVE,

DEBRIS ENCOUNTERED, WATER

SEEPAGE GRADATIONAL CONTACTS,

TEST, INSTRUMENTATION

SOIL NAME, USCS GROUP SYMBOL, COLOR,

MOISTURE CONTENT, RELATIVE DENSITY OR

CONSISTENCY, SOIL STRUCTURE, MINERALOGY

SOIL DESCRIPTIONSAMPLE

G R

A P

H

IC

L O

G

Grab-2 collected

Bucket teeth scraped against strong basalt Testpit backfilled with excavated material

Surficial Gravel

SILT with SAND (ML) brown, moist, fine sand, some medium to coarse sand

BASALT

light pink to gray

BASALT

gray, strong

Bottom of Boring at 1.3 ft bgs on 9/12/22 11:48

DATE EXCAVATED: 9/12/2022 11:35:00 AM

TEST PIT NUMBER:

LDAR2201 TP-6 SHEET 1 OF 1

TEST PIT LOG

CONTRACTOR: Clearcreek Contractors Inc

EXCAVATION EQUIPMENT: Yanmar vio-50 mini excavator

ELEVATION:

PROJECT: Yakima ECS Warehouse, Yakima, WA LOCATION: northern edge of the warehouse footprint (east side)

PROJECT NUMBER:

D

E P

T H

B E

LO

W

S U

R F

A C

E

F T

IN

T

E R

V A

L (f t)

#T Y

P E

COMMENT

DIFFICULTY IN EXCAVATION,

RUNNING GRAVEL CONDITION,

COLLAPSE OF WALLS, SAND HEAVE,

DEBRIS ENCOUNTERED, WATER

SEEPAGE GRADATIONAL CONTACTS,

TEST, INSTRUMENTATION

SOIL NAME, USCS GROUP SYMBOL, COLOR,

MOISTURE CONTENT, RELATIVE DENSITY OR

CONSISTENCY, SOIL STRUCTURE, MINERALOGY

SOIL DESCRIPTIONSAMPLE

G R

A P

H

IC

L O

G

Bulk sample (1 5-gallon bucket) collected from stockpiled excavated material

Bucket teeth scraped against strong basalt

Final depth of western portion of test-pit at 31.5" Testpit backfilled with excavated material

Surficial Gravel

SILT with SAND (ML) brown, moist, fine sand, trace roots

BASALT

light gray to dark gray

BASALT

gray, strong

Bottom of Boring at 2.6 ft bgs on 9/12/22 11:31

DATE EXCAVATED: 9/12/2022 11:17:00 AM

TEST PIT NUMBER:

LDAR2201 TP-7 SHEET 1 OF 1

TEST PIT LOG

CONTRACTOR: Clearcreek Contractors Inc

EXCAVATION EQUIPMENT: Yanmar vio-50 mini excavator

ELEVATION:

PROJECT: Yakima ECS Warehouse, Yakima, WA LOCATION: southern edge of the warehouse footprint (east side)

PROJECT NUMBER:

D

E P

T H

B E

LO

W

S U

R F

A C

E

F T

IN

T

E R

V A

L (f t)

#T Y

P E

COMMENT

DIFFICULTY IN EXCAVATION,

RUNNING GRAVEL CONDITION,

COLLAPSE OF WALLS, SAND HEAVE,

DEBRIS ENCOUNTERED, WATER

SEEPAGE GRADATIONAL CONTACTS,

TEST, INSTRUMENTATION

SOIL NAME, USCS GROUP SYMBOL, COLOR,

MOISTURE CONTENT, RELATIVE DENSITY OR

CONSISTENCY, SOIL STRUCTURE, MINERALOGY

SOIL DESCRIPTIONSAMPLE

G R

A P

H

IC

L O

G

Bucket teeth scraped against strong basalt

Testpit backfilled with excavated material

Surficial Gravel

SANDY SILT (ML)

brown, moist, fine to coarse sand

SILT (MH)

dark gray, moist, some fine sand, trace roots becomes gray-brown and sandy

BASALT

light pink to gray

BASALT

gray, strong

Bottom of Boring at 3.2 ft bgs on 9/12/22 11:15

DATE EXCAVATED: 9/12/2022 10:53:00 AM

TEST PIT NUMBER:

LDAR2201 TP-8 SHEET 1 OF 1

TEST PIT LOG

CONTRACTOR: Clearcreek Contractors Inc

EXCAVATION EQUIPMENT: Yanmar vio-50 mini excavator

ELEVATION:

PROJECT: Yakima ECS Warehouse, Yakima, WA LOCATION: southern edge of the warehouse footprint (west side)

PROJECT NUMBER:

D

E P

T H

B E

LO

W

S U

R F

A C

E

F T

IN

T

E R

V A

L (f t)

#T Y

P E

COMMENT

DIFFICULTY IN EXCAVATION,

RUNNING GRAVEL CONDITION,

COLLAPSE OF WALLS, SAND HEAVE,

DEBRIS ENCOUNTERED, WATER

SEEPAGE GRADATIONAL CONTACTS,

TEST, INSTRUMENTATION

SOIL NAME, USCS GROUP SYMBOL, COLOR,

MOISTURE CONTENT, RELATIVE DENSITY OR

CONSISTENCY, SOIL STRUCTURE, MINERALOGY

SOIL DESCRIPTIONSAMPLE

G R

A P

H

IC

L O

G

Appendix C Geophysical Survey Results

ECS Warehouse Yakima, Washington

Results of Geophysical Exploration

Data Report

Prepared for Jacobs Engineering Group, Inc.

Prepared by Siemens & Associates

Prepared for: Jacobs Engineering Group, Inc.

Siemens & Associates

Page i Project Number 220014

Bend, Oregon

July 25, 2022

Lena Gandiaga, P.E.

Jacobs Engineering Group, Inc.

999 South Main Street, Suite 1200 Boise, Idaho 83702

RE: ECS Warehouse

Hello Lena, Siemens & Associates is pleased to present the results of this geophysical exploration. The interpretation considers local geology and incorporates the benefit of using multiple geophysical methods.

Data were gathered and processed for two geophysical methods: Seismic Refraction (SR) and the Linear Microtremor (LM) method which is like MASW (multiple analysis of surface waves).

The SR results are presented to describe a continuous, 2D profile through the zone of interest and the LM effectively measures the seismic site classification. The interpretation is simplified in context with a general understanding of the area’s geologic setting and suggest a thin soil layer underlain by strong basalt.

Siemens & Associates expresses sincere appreciation for the opportunity to conduct this exploration and as new challenges, discoveries and questions arise, we are standing by to offer our assistance.

Prepared by, J. Andrew “Andy” Siemens, P.E., G.E.

Principal siemens@bendcable.com

541.385.6500 (office)

541.480.2527 (cell)

Page ii Project Number 220014

Bend, Oregon

Contents

1 Introduction

1.1 Purpose

1.2…