Atch 28 - GeoTech Report 2.pdf

SCI ENGINEERING, INC.

130 Point West Boulevard

St. Charles, Missouri 63301 636-949-8200 www.sciengineering.com

Revised Geotechnical Report

VA SEISMIC PROJECT BOOK

WALLA WALLA, WASHINGTON

April 2020

THE DEPARTMENT OF VETERANS AFFAIRS – OFFICE OF CONSTRUCTION AND FACILITIES

MANAGEMENT

Owner

ROMANYK CONSULTING

Architect

SCI No. 2017-0495.10, Task 001

EARTH • SCIENCE • SOLUTIONS

GEOTECHNICAL

ENVIRONMENTAL

NATURAL RESOURCES

CULTURAL RESOURCES

CONSTRUCTION SERVICES

130 Point West Boulevard, St. Charles, Missouri 63301 ■ 636-949-8200

April 23, 2020

Mr. Jeff Sage, CFM Romanyk Consulting 3308 Preston Road, Suite 350-154 Plano, Texas 75093

RE: Geotechnical Report VA Seismic Project Book Walla Walla, Washington SCI No. 2017-0495.10, Task 001

Dear Mr. Sage:

Attached is our Revised Geotechnical Report, dated April 2020. It should be read in its entirety, and our recommendations applied to the design and construction of the project. Selected excerpts from the report are highlighted below:

• The site is classified as a Site Class C. Seismic design parameters are attached in Appendix B.

• Based on our analyses, the soils at the project site have sufficient strength values to resist liquefaction and/or fines content that make the threat of liquefaction minimal during the design earthquake.

• The results of our global stability analyses indicate a sufficient factor of safety for slopes adjacent to buildings 75 and 78.

• Based on the proximity of the site to the nearest documented seismic fault, surface fault rupture and surface displacement at the site are not anticipated.

• We recommend a moderate seismicity status be used for the project.

Mr. Jeff Sage, CFM 2 April 23, 2020 Romanyk Consulting SCI No. 2017-0495.10

We appreciate the opportunity to be of service and look forward to working with you during the construction phase of the project. If you have any questions or comments, please do not hesitate to contact us.

Respectfully, Curtis J. Connor, E.I.

Staff Engineer

Thomas J. Casey, P.E.

Chief Geotechnical Engineer

CJC/TJC/tlw

Enclosure

Geotechnical Report

\\Scistcfps01\stc\shared\1soils\1NEW\PROJECT FILES\2017 PROJECTS\2017-0495 VA Central Region AEIDIQ\T002-Walla Walla VAMC Seismic Book\10\GS\Revised Report 041420\2017-0495.10 VA Central Region AEIDIQ - Revised GS Report.docx

April 2020 SCI No. 2017-0495.10

TABLE OF CONTENTS

1.0 INTRODUCTION

2.0 SITE AND PROJECT DESCRIPTION

3.0 SUBSURFACE CONDITIONS

3.1 Geologic Setting

3.2 Existing Fill

3.3 Native Soil Profile

3.4 Groundwater

3.5 Seismic Considerations

3.5.1 Seismic Setting

3.5.2 Design Earthquake

3.5.3 International Building Code Site Classification

4.0 Evaluations

4.1 Liquefaction Potential Analysis

4.2 Global Stability Analysis

4.3 Surface Fault Rupture

4.4 Shallow Foundations

5.0 LIMITATIONS

TABLES

Table 2.1 - Building Summary Table 3.1 - Existing Fill Summary Table 3.2 - Seismic Hazard Levels Table 3.3 - Seismic Design Parameters Table 4.1 - Pseudo-Static (Seismic) Soil Strength Parameters Table 4.2 - Global Stability Results - Existing Configurations

April 2020 ii SCI No. 2017-0495.10

FIGURES

Figure 1 - Vicinity and Topographic Map Figure 2 - Aerial Photograph – Site Conditions Figure 3 - Aerial Photograph – Test Location Plan Figure 4 - Geologic Map

APPENDICES

Appendix A - Boring Log Legend and Nomenclature, Boring Logs Appendix B - Seismic Design Parameters Appendix C - Shear Wave Velocity Profiles (2) Appendix D - Liquefaction Analysis Results Appendix E - Global Stability Analysis Outputs (2)

Revised Geotechnical Report

VA SEISMIC PROJECT BOOK

WALLA WALLA, WASHINGTON

1.0 INTRODUCTION

At the request of Mr. Jeff Sage of Romanyk Consulting (Romanyk), SCI Engineering, Inc. (SCI) conducted a geotechnical exploration for the proposed improvements. The purpose of our exploration was to characterize and evaluate the subsurface conditions and provide an analysis and evaluation of the seismic hazards for the project site. Our services were provided in general accordance with Romanyk’s Task Order/Authorization to Proceed

(Contract VA101F-17-D-2911), dated September 27, 2019, and authorized by Mr. Nick Romanyk on September 7, 2018. Revisions to our

Geotechnical Report dated March 5, 2020 were requested by Mr. Sage in order to update the classification of Building 78.

2.0 SITE AND PROJECT DESCRIPTION

SCI understands that a future seismic retrofit and renovation is planned for several structures at the Jonathan M. Wainwright Memorial VA Medical

Center located at 77 Wainwright Drive in Walla Walla, Washington.

The location of the site is shown on the Vicinity and Topographic Map, Figure 1. The majority of the Medical Center is positioned at a higher elevation than its surroundings, approximate elevation 900, and the property slopes downward to the north, west, and south with up to approximately 40 feet of relief.

The seismic retrofit and renovations will include buildings 1, 68, 69, 74, 75, 77, 78 and 80 at the Walla Walla, Washington campus. We further understand that the building uses will be reconfigured to minimize the number of structures classified as critical. Based on the information provided by Romanyk, these buildings will be reclassified as shown in Table 2.1, below.

SCI Engineering, Inc. VA Central Region AEIDIQ

April 2020 Page 2 of 11

Table 2.1 - Building Summary

Building PSDM1 Classification Risk Category Critical Functions

1 Ancillary II --

68 Ancillary II --

69 Ancillary II --

74 Ancillary II --

75 Critical IV IT offices and servers, medical records, police

77 Ancillary II --

78 Critical IV Mechanical room, swing space, auditorium, and education storage

80 Ancillary II --

1 PSDM – Physical Security Design Manual

We understand that the designated Level of Performance for each building is Life Safety. The critical structures are intended to remain fully functional after the design level earthquake or other natural disaster, while the ancillary facilities may require significant repairs. The existing site conditions and the affected buildings are shown on the Aerial Photograph – Site Conditions, Figure 2.

3.0 SUBSURFACE CONDITIONS

Thirteen borings, designated B-1 through B-13, were drilled at the approximate locations shown on the Aerial Photograph – Test Location Plan, Figure 3. Sonic drilling methodologies were used to advance B-1, B-2, B-6, B-9, B-11, B-12, and B-13, while conventional, hallow stem auger drilling was utilized in the remaining borings. Borings B-2 and B-9 were terminated at a depth of 100 feet while the remaining borings were terminated at a depth of 30 feet. The boring locations were staked in the field by SCI personnel using a global positioning system (GPS). The boring elevations were surveyed by IMEG Corp and provided to SCI on December 6, 2019. Detailed information regarding the nature and thickness of the soils encountered, and the results of the field sampling and laboratory testing are shown on the Boring Logs contained in Appendix A.

April 2020 Page 3 of 11

3.1 Geologic Setting

The site resides in southeast Washington between the Cascade and Rocky Mountains in an area known as the Columbia Plateau. In general, the area consists of mainly Quaternary alluvium deposits of silt, sand, and gravel. This alluvium is composed of loess and flood deposits from the area.

The cause for these loess and flood deposits is a glacial dam creating Lake Missoula. The loess layer consisting of silt, sand, and clay was then partially eroded when the glacial dam collapsed causing the Missoula flooding event. This flooding event created the Scablands of eastern

Washington along with depositing the Touchet beds and alluvium. The alluvium is Holocene in age and is underlain by a cemented conglomerate.

The matrix of the conglomerate is silicic or calcic. They are usually well-rounded and basaltic in composition which is used to differentiate from the alluvium gravels.

The conglomerates are underlain by a layer of fine-grained sediments. These sediments consist of silt, sandy silt, sandy mud, and clay which can be blue, green, or yellow in color. Gravel can exist in intervals in small sections and the unit varies in thickness depending on location.

This deposit is underlain by a flood basalt group known as the Frenchman Springs Member of the Wanapum Basalt of the Columbia River Basalt

Group and is Miocene in age. The basalt group has been faulted and folded with possible locations of faults shown on the Geologic Map, Figure 4, produced by the Washington State Geological Survey (Derkey, Lindsey, Stradling, and Tolan 2006).

April 2020 Page 4 of 11

3.2 Existing Fill

Existing fill material, consisting of silt with varying amounts of gravel, crushed brick, and sand, was encountered in 10 out of 13 borings to the depths shown in Table 3.1.

Table 3.1 – Existing Fill Summary

Boring Ground Surface Elevation1 (feet)

Depth of Existing Fill (feet)

Approximate Bottom of Fill Elevation (feet)

B-1 892.3 3 889.3

B-2 895.2 NE --

B-3 896.1 3.5 892.6

B-4 896.2 3 893.2

B-5 898.0 3 895.0

B-6 901.3 7 894.3

B-7 904.7 3 901.7

B-8 907.0 NE --

B-9 910.3 5 905.3

B-10 908.5 5.5 903.0

B-11 888.6 NE --

B-12 885.2 10 875.2

B-13 886.3 5 881.3 1 Boring elevations surveyed by IMEG 12/06/2019

April 2020 Page 5 of 11

Standard Penetration Tests (SPTs) performed within the existing fill typically resulted in N-values ranging from 0 to 12 blows per foot (bpf), averaging 5 bpf, characterizing the material as very soft to stiff in consistency. Moisture contents in the fill ranged from 16 to 27 percent, averaging 21 percent. We anticipate the existing fill was placed during construction of the existing structures and subsequent development of the facility.

3.3 Native Soil Profile

The native soils generally consisted of silt (ML in accordance with the Unified Soil Classification System and ASTM D 2487) and lean clay (CL) with varying amounts of sand and gravel, which extended to depths ranging from 18 to 32 feet. Beneath the upper cohesive soils are silty gravel (GM), clayey gravel (GC), and poorly graded gravel with sand (GP) which extended to the depths of boring termination. As an exception, silty gravel (GM) was encountered below the existing fill at a depth of 10 feet in B-12 and at a depth of 8 feet in B-11. B-11, B-12, and B-13 were located at lower elevation than the remaining borings, and generally encountered non-cohesive soils at shallower depths then the borings drilled at higher elevations of the site, where a thicker cohesive soil cap was encountered.

SPT N-values within the native cohesive soils typically ranged from 2 to 33 bpf, averaging 15 bpf, which characterizes the soils as very soft to very stiff in consistency. An SPT N-value of 84 bpf was recorded within the native poorly graded gravel with sand (GP), which characterizes the soil as very dense. Moisture contents within the native cohesive soils ranged from 7 to 34 percent, averaging 21 percent.

3.4 Groundwater

Groundwater was observed in B-2 and B-9 at depths of 35 and 55 feet (approximate elevations 860.2 and 855.3), respectively, during drilling.

The water appears to be perched within the granular soils. The groundwater level depends on seasonal and climatic variations and may be present at different depths in the future. In addition, without extended periods of observation, accurate groundwater level measurements may not be possible, particularly in low permeability soils. While any future design plans should be verified against this data, we anticipate that groundwater would not influence future construction unless it involved deeper excavations.

April 2020 Page 6 of 11

3.5 Seismic Considerations

3.5.1 Seismic Setting

Nearby faults systems include the College Place Fault which acts as a groundwater barrier, and a series of strike slip faults referred to as the

Cottonwood Creek, Promontory Point, and Mill Creek Faults. Between these faults is the Berney Fault where a sharp drop of 200 to 300 feet can be seen in the basalt layers. These faults are shown on the Geologic Map, Figure 4, produced by the Washington State Geological Survey (Derkey, Lindsey, Stradling, and Tolan 2006), but there is no indication that they are active. The Hite fault is not shown on the Geologic Map and is located southeast of Walla Walla. It is not known if the Hite Fault is still active, but there has been earthquake activity in the general area. The most recent event occurred in 1936 and had a magnitude 6.1 on the Richter Scale (Carson and Pogue, 1996). A major tectonic feature called the

Olympic-Wallowa Lineament (OWL) is located in central and southwest Washington. It is defined by the anticlinal ridges of the Yakima Fold Belt.

It runs through the Wallula fault zone and the southwest portion of the Hite fault (Carson and Pogue, 1996). While the area is seismically active, the site does not lie directly over a known fault.

3.5.2 Design Earthquake

According to American Society of Civil Engineers Seismic Evaluation and Retrofit of Existing Buildings (ASCE 41-17), existing structures for this project are required to be retrofitted based on one of four Basic Safety Earthquake (BSE) hazard levels. According to information provided by IMEG, the structures for this project should be designed BSE levels shown in Table 3.2 below. Seismic design parameters for each hazard level are attached in

Appendix B.

April 2020 Page 7 of 11

Table 3.2 - Seismic Hazard Levels

Building Basic Performance Objective Hazard Level Design Earthquake

75, 78 Equivalent to New Building

Standards

(BPON)

BSE-2N Earthquake with a 2% probability of exceedance in 50 years (2,475-year return period)

1, 68, 69, 74, 75, 77 For Existing Buildings (BPOE) BSE-1E Earthquake with a 20% probability of exceedance in 50 years (225-year return period)

3.5.3 International Building Code Site Classification

Refraction Micro-tremor data was acquired along two traverses to measure the shear wave velocity profile in the subsurface soils and are indicated as T-1 and T-2 shown on the Aerial Photograph. The interpreted profiles of shear wave velocity with respect to depth are contained in

Appendix B. Our analysis indicates that the weighted average shear wave velocities for the two traverses in the upper 100 feet at the subject site are approximately 1,202 to 1,332 feet per second (ft/sec), indicating a Site Class C. The results of the shear wave velocity testing are contained in

Appendix C. A Seismic Design Category C may be used for a site with an Occupancy Category of I, II or III and a Seismic Design Category of D may be used for a site with an Occupancy Category of IV.

The computed design spectral accelerations, per ASCE 7-16, are attached in Appendix B and summarized in Tables 3.3.

April 2020 Page 8 of 11

Table 3.3 – Seismic Design Parameters

Seismic Design Parameters

Site Class C

FPGA 1.22

Fa 1.30

FV 1.50

PGA 0.22

Design Spectral Acceleration at 0.2 sec (SDS) 0.35

Design Spectral Acceleration at 1.0 sec. (SD1) 0.14

Seismic Design Category (Risk Category IV) D

Seismic Design Category (Risk Category II) C

4.0 Evaluations

As shown on Table 3.3, existing buildings are generally held to a lower seismic force level than new construction. For the seismic retrofit, a lower performance objective associate with the BPOE or a higher performance objective associated with the BPON could be considered.

Based on the Future Stacking Plan, dated December 19, 2019 and the information provided, we understand that Buildings 75 and 78 will be deemed

“critical” facilities, while the remaining existing buildings will be deemed “ancillary” facilities. Therefore, based on their Occupancy Categories, Levels of Performance, and the evaluation procedure in ASCE 41-17, we recommend that the seismic parameters for hazard level BSE-2N be used for the planned retrofit of Buildings 75 and 78 and the seismic parameters for hazard level BSE-1E be used for the retrofit of the remaining ancillary buildings.

April 2020 Page 9 of 11

Per ASCE 41-17 Table 2.4, we recommend a moderate seismicity status be used for the site based on the evaluation of liquefaction, earthquake induced slope failure, and surface fault rupture as discussed in the following sections

4.1 Liquefaction Potential Analysis

The liquefaction potential analysis for the site was conducted using data from the field exploration and laboratory test results and the techniques outlined in the National Center for Earthquake Engineering (NCEER) Technical Report NCEER-97-0022. Based on our analyses, the soils at the project site have sufficient strength values to resist liquefaction and/or plasticity indices that make the threat of liquefaction minimal during the design earthquake. While the amount of the seismically induced settlement is dependent on the magnitude and distance from the seismic event, we estimate that the settlements from the design earthquake will be negligible and relatively uniform in nature, so liquefaction mitigation techniques are not required. The liquefaction analyses are attached in Appendix D.

4.2 Global Stability Analysis

Global stability analyses were performed at two critical cross sections, designated A-A and B-B, encompassing Buildings 75 and 78, respectively.

The slope analyses were conducted using limit equilibrium slope stability methods and the commercially available software program Slide 2018

(developed by Rocscience, Inc.). In our analysis, a Morgenstern-Price analysis was used to search for a circular failure to calculate the critical factors of safety for the cross-section analyzed. Pseudo-static (seismic) soil parameters were developed from the soils encountered within our borings, as well as our experience with similar soils in the area. The soil parameters used in our analysis are summarized in Table 4.1.

April 2020 Page 10 of 11

Table 4.1 – Pseudo-Static (Seismic) Soil Strength Parameters

Soil Type Unit Weight (pcf)1 Cohesion (psf)2 Phi (degrees)

Existing Fill (ML) 120 300 9

Soft Silt (ML) 120 300 9

Medium Stiff Silt (ML) 120 500 9

Silty Gravel (GM) 130 0 32 1 pounds per cubic foot 2 pounds per square foot

The modeled configurations were based on the topographic survey prepared by IMEG Corporation, dated December 6, 2019. Surcharge loads of

2,000 pounds per square foot (psf) and 150 psf were modeled for the building foundation loads and floor slab loads, respectively. A surcharge load of 50 psf and 250 psf was modeled for the patio loads and traffic loads, respectively. The Global Stability Outputs are enclosed as

Appendix E.

Under pseudo-static (seismic) conditions, a minimum factor of safety (FS) of 1.0 is typically required. The results of our analyses indicate a sufficient

FS for Cross-Sections A-A and B-B as summarized in Table 4.2.

Table 4.2 - Global Stability Results - Existing Configurations

Global Stability Cross-Section Configuration

Factors of Safety Acceptable Factor of Safety (Yes/No) Required Calculated

A-A Existing 1.0

1.9 Yes

B-B 2.7 Yes

April 2020 Page 11 of 11

4.3 Surface Fault Rupture

Large fissures can occur during an earthquake event, subjecting the building foundations to significant differential movement. As shown on the enclosed Geologic Map, the Mill Creek Fault is located approximately 1/3-mile north of the site. Based on the proximity of the site to the nearest documented seismic fault, surface fault rupture and surface displacement at the site are not anticipated.

4.4 Shallow Foundations

For seismic evaluation of the existing buildings, we recommend using a maximum net allowable bearing pressures of 2,000 psf for continuous wall footings and isolated column footings. A one-third increase in the net allowable bearing pressures may be used for transient loadings, such as wind and earthquake. For evaluating future improvements that may require additional foundation elements, this maximum allowable bearing pressure can also be used.

5.0 LIMITATIONS

The recommendations provided herein are for the exclusive use of Romanyk and the Department of Veteran Affairs. It is imperative that SCI be contacted by any third-party interests to evaluate the applicability of this report relative to use by anyone other than Romanyk and the VA.

Our recommendations are specific only to the project described, and are not meant to supersede more stringent requirements of local ordinances.

They are based on subsurface information obtained at 13, specific, widely-spaced boring locations within the project area; and our understanding of the project as presented in Section 2.0, “Site and Project Description”; and geotechnical engineering practice consistent with the standard of care. No other warranty is expressed or implied. SCI should be contacted if conditions encountered are not consistent with those described.

This report was performed for evaluating the seismic stability of the existing structures and should not be used to evaluate new construction beyond the specific references presented within this report. Should new construction development occur beyond the limited defined instances here, a separate comprehensive geotechnical investigation should be performed.

Appendix A

130 Point West Boulevard

St. Charles, Missouri 63301 636-949-8200

BORING LOG LEGEND AND NOMENCLATURE

Depth is in feet below ground surface. Elevation is in feet mean sea level, site datum, or as otherwise noted.

Sample Type SS Split-spoon sample, disturbed, obtained by driving a 2-inch-O.D. split-spoon sampler (ASTM D 1586).

NX Diamond core bit, nominal 2-inch-diameter rock sample (ASTM D 2113).

ST Thin-walled (Shelby) tube sample, relatively undisturbed, obtained by pushing a 3-inch-diameter, tube (ASTM D 1587).

CS Continuous sample tube system, relatively undisturbed, obtained by split-barrel sampler in conjunction with auger advancement.

SV Shear vane, field test to determine strength of cohesive soil by pushing or driving a 2-inch-diameter vane, and then shearing by torquing soil in existing and remolded states (ASTM D 2573).

BS Bag sample, disturbed, obtained from cuttings.

Recovery is expressed as a ratio of the length recovered to the total length pushed, driven, cored.

Blows Numbers indicate blows per 6 inches of split-spoon sampler penetration when driven with a 140-pound hammer falling freely 30 inches. The number of total blows obtained for the second and third 6- inch increments is the N value (Standard Penetration Test or SPT) in blows per foot (ASTM D 1586). Practical refusal is considered to be 50 or more blows without achieving 6 inches of penetration, and is expressed as a ratio of 50 to actual penetration, e.g., 50/2 (50 blows for 2 inches).

For analysis, the N value is used when obtained by a cathead and rope system. When obtained by an automatic hammer, the N value may be increased by a factor of 1.3.

Vane Shear Strength is expressed as the peak strength (existing state) / the residual strength (remolded state).

Description indicates soil constituents and other classification characteristics (ASTM D 2488) and the Unified Soil Classification (ASTM D 2487). Secondary soil constituents (expressed as a percentage) are described as follows:

Trace <5 Few 5-15 With >15-30

Stratigraphic Breaks may be observed or interpreted, and are indicated by a dashed line. Transition between described materials may be gradual.

Laboratory Test Results

- Natural moisture content (ASTM D 2216) in percent.

- Dry density in pounds per cubic foot (pcf).

- Hand penetrometer value of apparently intact cohesive sample in kips per square foot (ksf).

- Unconfined compressive strength (ASTM D 2166) in kips per square foot (ksf).

- Liquid and Plastic Limits (ASTM D 4318) in percent.

RQD (Rock Quality Designation) is the ratio between the total length of core segments 4 inches or more in length and the total length of core drilled. RQD (expressed as a percentage) indicates insitu rock quality as follows:

Excellent 90 to 100 Good 75 to 90 Fair 50 to 75 Poor 25 to 50 Very Poor 0 to 25

2" Mulch FILL: Brownish-gray, silt, trace fine to coarse gravel and roots

SILT (ML): Brown, with fine sand

With fine to coarse sand

43/60

26/60

40/60

60/60

BS

BS

BS

BS

1) Grain Size Sieve Analysis Test performed.

4291.5

0.5

2.0

4.5 ft WHILE DRILLING

B

LO

W S

(p er in

BORING LOG

S E

E R

E M

A R

K N

O

G R

A P

H

ICDESCRIPTION

(UNIFIED SOIL CLASSIFICATION)

LABORATORY TEST RESULTS

ELEVATION 892.3±

X

D R

Y D

E N

S

IT

Y (p cf

LI

Q

U

ID

L

IM

IT

F

IE

LD

V

A N

E C

O M

P R

E S

S

IV

E S

T R

E N

G T

H ks f) ft

EQUIPMENT TSi 150cc Sonic

N U

M B

E R

T Y

P E ft

REMARKS:

D E

P T

H ft

DAYS AFTER DRILLING

WATER LEVEL:

PROJECT VA Central Region AEIDIQ

NONE OBSERVED WHILE DRILLING

DRILLER Cascade Drilling HAMMER N/A

E L

E V

A T

IO

N ft

PROJECT NO. 2017-0495.10

P

LA

S T

IC

IT

Y

IN

D E

X

H A

N D

P E

N E

T R

O M

E T

E R

(k sf

SHEET 1

R E

C O

V E

R Y

(in /in

HRS AFTER DRILLING

LOCATION Walla Walla, Washington

SAMPLE

BORING NUMBER B-1

DATE DRILLED 12/05/19

of 2

M O

IS

T

U R

E C

O N

T E

N T

U N

C O

N F

IN

E

D C

O M

P R

E S

S

IV

E S

T R

E N

G T

H ks f)

SILT (ML): Brown, with fine sand (Continued)

Boring terminated at 30 feet.

60/60

60/60

BS

BS

<0.5

2.0 ft WHILE DRILLING

B

LO

W S

(p er in

BORING LOG

S E

E R

E M

A R

K N

O

G R

A P

H

ICDESCRIPTION

(UNIFIED SOIL CLASSIFICATION)

LABORATORY TEST RESULTS

ELEVATION 892.3±

X

D R

Y D

E N

S

IT

Y (p cf

LI

Q

U

ID

L

IM

IT

F

IE

LD

V

A N

E C

O M

P R

E S

S

IV

E S

T R

E N

G T

H ks f) ft

EQUIPMENT TSi 150cc Sonic

N U

M B

E R

T Y

P E ft

REMARKS:

D E

P T

H ft

DAYS AFTER DRILLING

WATER LEVEL:

PROJECT VA Central Region AEIDIQ

NONE OBSERVED WHILE DRILLING

DRILLER Cascade Drilling HAMMER N/A

E L

E V

A T

IO

N ft

PROJECT NO. 2017-0495.10

P

LA

S T

IC

IT

Y

IN

D E

X

H A

N D

P E

N E

T R

O M

E T

E R

(k sf

SHEET 2

R E

C O

V E

R Y

(in /in

HRS AFTER DRILLING

LOCATION Walla Walla, Washington

SAMPLE

BORING NUMBER B-1

DATE DRILLED 12/05/19

of 2

M O

IS

T

U R

E C

O N

T E

N T

U N

C O

N F

IN

E

D C

O M

P R

E S

S

IV

E S

T R

E N

G T

H

3" TOPSOIL

SILT (ML): Light brown, trace fine sand and roots

With fine sand

No roots

28/60

48/60

60/60

BS

BS

BS

BS

328--

2.5 ft WHILE DRILLING

B

LO

W S

(p er in

BORING LOG

S E

E R

E M

A R

K N

O

G R

A P

H

ICDESCRIPTION

(UNIFIED SOIL CLASSIFICATION)

LABORATORY TEST RESULTS

ELEVATION 895.2±

D R

Y D

E N

S

IT

Y (p cf

LI

Q

U

ID

L

IM

IT

F

IE

LD

V

A N

E C

O M

P R

E S

S

IV

E S

T R

E N

G T

H ks f) ft

EQUIPMENT TSi 150cc Sonic

N U

M B

E R

T Y

P E ft

REMARKS:

D E

P T

H ft

DAYS AFTER DRILLING

WATER LEVEL:

PROJECT VA Central Region AEIDIQ

NONE OBSERVED WHILE DRILLING

DRILLER Cascade Drilling HAMMER N/A

E L

E V

A T

IO

N ft

PROJECT NO. 2017-0495.10

P

LA

S T

IC

IT

Y

IN

D E

X

H A

N D

P E

N E

T R

O M

E T

E R

(k sf

SHEET 1

R E

C O

V E

R Y

(in /in

HRS AFTER DRILLING

LOCATION Walla Walla, Washington

SAMPLE

BORING NUMBER B-2

DATE DRILLED 12/2&3/2019

of 5

35.0

M O

IS

T

U R

E C

O N

T E

N T

U N

C O

N F

IN

E

D C

O M

P R

E S

S

IV

E S

T R

E N

G T

H

LEAN CLAY (CL): Brown, with fine to coarse sand

Sand becomes fine

SANDY LEAN CLAY (CL): Dark brown, with fine to coarse gravel, sand is fine to coarse

Trace cobble sized gravel

51/60

60/60

60/60

60/60

BS

BS

BS

BS

2.5

1.0 ft WHILE DRILLING

B

LO

W S

(p er in

BORING LOG

S E

E R

E M

A R

K N

O

G R

A P

H

ICDESCRIPTION

(UNIFIED SOIL CLASSIFICATION)

LABORATORY TEST RESULTS

ELEVATION 895.2±

D R

Y D

E N

S

IT

Y (p cf

LI

Q

U

ID

L

IM

IT

F

IE

LD

V

A N

E C

O M

P R

E S

S

IV

E S

T R

E N

G T

H ks f) ft

EQUIPMENT TSi 150cc Sonic

N U

M B

E R

T Y

P E ft

REMARKS:

D E

P T

H ft

DAYS AFTER DRILLING

WATER LEVEL:

PROJECT VA Central Region AEIDIQ

NONE OBSERVED WHILE DRILLING

DRILLER Cascade Drilling HAMMER N/A

E L

E V

A T

IO

N ft

PROJECT NO. 2017-0495.10

P

LA

S T

IC

IT

Y

IN

D E

X

H A

N D

P E

N E

T R

O M

E T

E R

(k sf

SHEET 2

R E

C O

V E

R Y

(in /in

HRS AFTER DRILLING

LOCATION Walla Walla, Washington

SAMPLE

BORING NUMBER B-2

DATE DRILLED 12/2&3/2019

of 5

35.0

M O

IS

T

U R

E C

O N

T E

N T

U N

C O

N F

IN

E

D C

O M

P R

E S

S

IV

E S

T R

E N

G T

H

SANDY LEAN CLAY (CL): Dark brown, with fine to coarse gravel, sand is fine to coarse (Continued)

-Trace cobble sized gravel

POORLY GRADED GRAVEL with SILT and SAND (GP-GM): Brown, fine to coarse, with fine to coarse sand

CLAYEY GRAVEL (GC): Dark brown, fine to coarse, with fine to coarse sand, clay is lean

60/60

60/60

60/60

60/60

BS

BS

BS

BS

1) Grain Size Analysis Test performed.

1 --ft WHILE DRILLING

B

LO

W S

(p er in

BORING LOG

S E

E R

E M

A R

K N

O

G R

A P

H

ICDESCRIPTION

(UNIFIED SOIL CLASSIFICATION)

LABORATORY TEST RESULTS

ELEVATION 895.2±

D R

Y D

E N

S

IT

Y (p cf

LI

Q

U

ID

L

IM

IT

F

IE

LD

V

A N

E C

O M

P R

E S

S

IV

E S

T R

E N

G T

H ks f) ft

EQUIPMENT TSi 150cc Sonic

N U

M B

E R

T Y

P E ft

REMARKS:

D E

P T

H ft

DAYS AFTER DRILLING

WATER LEVEL:

PROJECT VA Central Region AEIDIQ

NONE OBSERVED WHILE DRILLING

DRILLER Cascade Drilling HAMMER N/A

E L

E V

A T

IO

N ft

PROJECT NO. 2017-0495.10

P

LA

S T

IC

IT

Y

IN

D E

X

H A

N D

P E

N E

T R

O M

E T

E R

(k sf

SHEET 3

R E

C O

V E

R Y

(in /in

HRS AFTER DRILLING

LOCATION Walla Walla, Washington

SAMPLE

BORING NUMBER B-2

DATE DRILLED 12/2&3/2019

of 5

35.0

M O

IS

T

U R

E C

O N

T E

N T

U N

C O

N F

IN

E

D C

O M

P R

E S

S

IV

E S

T R

E N

G T

H

CLAYEY GRAVEL (GC): Dark brown, fine to coarse, with fine to coarse sand, clay is lean (Continued)

With cobble sized gravel

60/60

60/60

60/60

0/60

BS

BS

BS

2) Grain Size Analysis Test performed.

ft WHILE DRILLING

B

LO

W S

(p er in

BORING LOG

S E

E R

E M

A R

K N

O

G R

A P

H

ICDESCRIPTION

(UNIFIED SOIL CLASSIFICATION)

LABORATORY TEST RESULTS

ELEVATION 895.2±

D R

Y D

E N

S

IT

Y (p cf

LI

Q

U

ID

L

IM

IT

F

IE

LD

V

A N

E C

O M

P R

E S

S

IV

E S

T R

E N

G T

H ks f) ft

EQUIPMENT TSi 150cc Sonic

N U

M B

E R

T Y

P E ft

REMARKS:

D E

P T

H ft

DAYS AFTER DRILLING

WATER LEVEL:

PROJECT VA Central Region AEIDIQ

NONE OBSERVED WHILE DRILLING

DRILLER Cascade Drilling HAMMER N/A

E L

E V

A T

IO

N ft

PROJECT NO. 2017-0495.10

P

LA

S T

IC

IT

Y

IN

D E

X

H A

N D

P E

N E

T R

O M

E T

E R

(k sf

SHEET 4

R E

C O

V E

R Y

(in /in

HRS AFTER DRILLING

LOCATION Walla Walla, Washington

SAMPLE

BORING NUMBER B-2

DATE DRILLED 12/2&3/2019

of 5

35.0

M O

IS

T

U R

E C

O N

T E

N T

U N

C O

N F

IN

E

D C

O M

P R

E S

S

IV

E S

T R

E N

G T

H

CLAYEY GRAVEL (GC): Dark brown, fine to cobble size, with fine to coarse sand, clay is lean

Boring terminated at 100 feet.

0/60

12/60

60/60

60/60

BS

BS

BS

ft WHILE DRILLING

B

LO

W S

(p er in

BORING LOG

S E

E R

E M

A R

K N

O

G R

A P

H

ICDESCRIPTION

(UNIFIED SOIL CLASSIFICATION)

LABORATORY TEST RESULTS

ELEVATION 895.2±

D R

Y D

E N

S

IT

Y (p cf

LI

Q

U

ID

L

IM

IT

F

IE

LD

V

A N

E C

O M

P R

E S

S

IV

E S

T R

E N

G T

H ks f) ft

EQUIPMENT TSi 150cc Sonic

N U

M B

E R

T Y

P E ft

REMARKS:

D E

P T

H ft

DAYS AFTER DRILLING

WATER LEVEL:

PROJECT VA Central Region AEIDIQ

NONE OBSERVED WHILE DRILLING

DRILLER Cascade Drilling HAMMER N/A

E L

E V

A T

IO

N ft

PROJECT NO. 2017-0495.10

P

LA

S T

IC

IT

Y

IN

D E

X

H A

N D

P E

N E

T R

O M

E T

E R

(k sf

SHEET 5

R E

C O

V E

R Y

(in /in

HRS AFTER DRILLING

LOCATION Walla Walla, Washington

SAMPLE

BORING NUMBER B-2

DATE DRILLED 12/2&3/2019

of 5

35.0

M O

IS

T

U R

E C

O N

T E

N T

U N

C O

N F

IN

E

D C

O M

P R

E S

S

IV

E S

T R

E N

G T

H

FILL: Dark brown, silt, trace crushed brick

Boring terminated at 3.5 feet.

1 12/18SS

1) Abandoned utilities encountered at 3.0-3.5 feet.

7.0 1.0 ft WHILE DRILLING

B

LO

W S

(p er in

BORING LOG

S E

E R

E M

A R

K N

O

G R

A P

H

ICDESCRIPTION

(UNIFIED SOIL CLASSIFICATION)

LABORATORY TEST RESULTS

ELEVATION 896.1±

X

D R

Y D

E N

S

IT

Y (p cf

LI

Q

U

ID

L

IM

IT

F

IE

LD

V

A N

E C

O M

P R

E S

S

IV

E S

T R

E N

G T

H ks f) ft

EQUIPMENT CME-85 w/HSA

N U

M B

E R

T Y

P E ft

REMARKS:

D E

P T

H ft

DAYS AFTER DRILLING

WATER LEVEL:

PROJECT VA Central Region AEIDIQ

NONE OBSERVED WHILE DRILLING

DRILLER Haz-Tech Drilling, Inc. HAMMER Auto

E L

E V

A T

IO

N ft

PROJECT NO. 2017-0495.10

P

LA

S T

IC

IT

Y

IN

D E

X

H A

N D

P E

N E

T R

O M

E T

E R

(k sf

SHEET 1

R E

C O

V E

R Y

(in /in

HRS AFTER DRILLING

LOCATION Walla Walla, Washington

SAMPLE

BORING NUMBER B-3

DATE DRILLED 12/12/19

of 1

M O

IS

T

U R

E C

O N

T E

N T

U N

C O

N F

IN

E

D C

O M

P R

E S

S

IV

E S

T R

E N

G T

H

FILL: Dark brown, silt

SILT (ML): Brown, some fine sand

With fine sand

Trace fine sand

14/18

8/18

12/18

16/18

14/18

18/18

SS

SS

SS

SS

SS

SS

4.5

6.0

5.5

>9.0

8.5

0.8

1.0

1.8

1.0

1.3

1.8 ft WHILE DRILLING

B

LO

W S

(p er in

BORING LOG

S E

E R

E M

A R

K N

O

G R

A P

H

ICDESCRIPTION

(UNIFIED SOIL CLASSIFICATION)

LABORATORY TEST RESULTS

ELEVATION 896.2±

X

D R

Y D

E N

S

IT

Y (p cf

LI

Q

U

ID

L

IM

IT

F

IE

LD

V

A N

E C

O M

P R

E S

S

IV

E S

T R

E N

G T

H ks f) ft

EQUIPMENT CME-85 w/HSA

N U

M B

E R

T Y

P E ft

REMARKS:

D E

P T

H ft

DAYS AFTER DRILLING

WATER LEVEL:

PROJECT VA Central Region AEIDIQ

NONE OBSERVED WHILE DRILLING

DRILLER Haz-Tech Drilling, Inc. HAMMER Auto

E L

E V

A T

IO

N ft

PROJECT NO. 2017-0495.10

P

LA

S T

IC

IT

Y

IN

D E

X

H A

N D

P E

N E

T R

O M

E T

E R

(k sf

SHEET 1

R E

C O

V E

R Y

(in /in

HRS AFTER DRILLING

LOCATION Walla Walla, Washington

SAMPLE

BORING NUMBER B-4

DATE DRILLED 12/12/19

of 2

M O

IS

T

U R

E C

O N

T E

N T

U N

C O

N F

IN

E

D C

O M

P R

E S

S

IV

E S

T R

E N

G T

H

SILT (ML): Brown, trace fine sand

With dark brown fine to medium sand

No sand POORLY GRADED GRAVEL with SAND (GP): Fine to coarse Boring terminated at 30 feet.

14/18SS

SS

1) Gravel encountered during augering from 27.5-28.5 feet.

1.0

0.8 ft WHILE DRILLING

B

LO

W S

(p er in

BORING LOG

S E

E R

E M

A R

K N

O

G R

A P

H

ICDESCRIPTION

(UNIFIED SOIL CLASSIFICATION)

LABORATORY TEST RESULTS

ELEVATION 896.2±

X

D R

Y D

E N

S

IT

Y (p cf

LI

Q

U

ID

L

IM

IT

F

IE

LD

V

A N

E C

O M

P R

E S

S

IV

E S

T R

E N

G T

H ks f) ft

EQUIPMENT CME-85 w/HSA

N U

M B

E R

T Y

P E ft

REMARKS:

D E

P T

H ft

DAYS AFTER DRILLING

WATER LEVEL:

PROJECT VA Central Region AEIDIQ

NONE OBSERVED WHILE DRILLING

DRILLER Haz-Tech Drilling, Inc. HAMMER Auto

E L

E V

A T

IO

N ft

PROJECT NO. 2017-0495.10

P

LA

S T

IC

IT

Y

IN

D E

X

H A

N D

P E

N E

T R

O M

E T

E R

(k sf

SHEET 2

R E

C O

V E

R Y

(in /in

HRS AFTER DRILLING

LOCATION Walla Walla, Washington

SAMPLE

BORING NUMBER B-4

DATE DRILLED 12/12/19

of 2

M O

IS

T

U R

E C

O N

T E

N T

U N

C O

N F

IN

E

D C

O M

P R

E S

S

IV

E S

T R

E N

G T

H

FILL: Brown, silt, trace roots

SILT (ML): Brown

With fine sand

Trace fine sand

6/18

4/18

10/18

14/18

17/18

16/18

SS

SS

SS

SS

SS

SS

6.5

9.0

7.5

6.5

>9.0

7.0

1.8

2.3

1.0

2.0

1.8

1.0 ft WHILE DRILLING

B

LO

W S

(p er in

BORING LOG

S E

E R

E M

A R

K N

O

G R

A P

H

ICDESCRIPTION

(UNIFIED SOIL CLASSIFICATION)

LABORATORY TEST RESULTS

ELEVATION 898±

X

D R

Y D

E N

S

IT

Y (p cf

LI

Q

U

ID

L

IM

IT

F

IE

LD

V

A N

E C

O M

P R

E S

S

IV

E S

T R

E N

G T

H ks f) ft

EQUIPMENT CME-85 w/HSA

N U

M B

E R

T Y

P E ft

REMARKS:

D E

P T

H ft

DAYS AFTER DRILLING

WATER LEVEL:

PROJECT VA Central Region AEIDIQ

NONE OBSERVED WHILE DRILLING

DRILLER Haz-Tech Drilling, Inc. HAMMER Auto

E L

E V

A T

IO

N ft

PROJECT NO. 2017-0495.10

P

LA

S T

IC

IT

Y

IN

D E

X

H A

N D

P E

N E

T R

O M

E T

E R

(k sf

SHEET 1

R E

C O

V E

R Y

(in /in

HRS AFTER DRILLING

LOCATION Walla Walla, Washington

SAMPLE

BORING NUMBER B-5

DATE DRILLED 12/12/19

of 2

M O

IS

T

U R

E C

O N

T E

N T

U N

C O

N F

IN

E

D C

O M

P R

E S

S

IV

E S

T R

E N

G T

H

Becomes dark brown

POORLY GRADED GRAVEL with SAND (GP): Fine to coarse Boring terminated at 30 feet.

18/18SS

SS

ft WHILE DRILLING

B

LO

W S

(p er in

BORING LOG

S E

E R

E M

A R

K N

O

G R

A P

H

ICDESCRIPTION

(UNIFIED SOIL CLASSIFICATION)

LABORATORY TEST RESULTS

ELEVATION 898±

X

D R

Y D

E N

S

IT

Y (p cf

LI

Q

U

ID

L

IM

IT

F

IE

LD

V

A N

E C

O M

P R

E S

S

IV

E S

T R

E N

G T

H ks f) ft

EQUIPMENT CME-85 w/HSA

N U

M B

E R

T Y

P E ft

REMARKS:

D E

P T

H ft

DAYS AFTER DRILLING

WATER LEVEL:

PROJECT VA Central Region AEIDIQ

NONE OBSERVED WHILE DRILLING

DRILLER Haz-Tech Drilling, Inc. HAMMER Auto

E L

E V

A T

IO

N ft

PROJECT NO. 2017-0495.10

P

LA

S T

IC

IT

Y

IN

D E

X

H A

N D

P E

N E

T R

O M

E T

E R

(k sf

SHEET 2

R E

C O

V E

R Y

(in /in

HRS AFTER DRILLING

LOCATION Walla Walla, Washington

SAMPLE

BORING NUMBER B-5

DATE DRILLED 12/12/19

of 2

M O

IS

T

U R

E C

O N

T E

N T

U N

C O

N F

IN

E

D C

O M

P R

E S

S

IV

E S

T R

E N

G T

H

FILL: Dark brown, trace fine sand and roots

LEAN CLAY (CL): Light brown, trace fine sand

-cobble sized gravel from 8 to 10 feet.

SILT (ML): Light brownish-gray, with fine to coarse sand, trace fine to coarse gravel

No Gravel

32/60

30/60

27/60

60/60

SS

SS

SS

SS

1) Grain Size Analysis Test performed.

ft WHILE DRILLING

B

LO

W S

(p er in

BORING LOG

S E

E R

E M

A R

K N

O

G R

A P

H

ICDESCRIPTION

(UNIFIED SOIL CLASSIFICATION)

LABORATORY TEST RESULTS

ELEVATION 901.3±

X

D R

Y D

E N

S

IT

Y (p cf

LI

Q

U

ID

L

IM

IT

F

IE

LD

V

A N

E C

O M

P R

E S

S

IV

E S

T R

E N

G T

H ks f) ft

EQUIPMENT TSi 150cc Sonic

N U

M B

E R

T Y

P E ft

REMARKS:

D E

P T

H ft

DAYS AFTER DRILLING

WATER LEVEL:

PROJECT VA Central Region AEIDIQ

NONE OBSERVED WHILE DRILLING

DRILLER Cascade Drilling HAMMER N/A

E L

E V

A T

IO

N ft

PROJECT NO. 2017-0495.10

P

LA

S T

IC

IT

Y

IN

D E

X

H A

N D

P E

N E

T R

O M

E T

E R

(k sf

SHEET 1

R E

C O

V E

R Y

(in /in

HRS AFTER DRILLING

LOCATION Walla Walla, Washington

SAMPLE

BORING NUMBER B-6

DATE DRILLED 12/04/19

of 2

M O

IS

T

U R

E C

O N

T E

N T

U N

C O

N F

IN

E

D C

O M

P R

E S

S

IV

E S

T R

E N

G T

H

Boring terminated at 30 feet.

60/60

60/60

SS

SS

2.0

1.5 ft WHILE DRILLING

B

LO

W S

(p er in

BORING LOG

S E

E R

E M

A R

K N

O

G R

A P

H

ICDESCRIPTION

(UNIFIED SOIL CLASSIFICATION)

LABORATORY TEST RESULTS

ELEVATION 901.3±

X

D R

Y D

E N

S

IT

Y (p cf

LI

Q

U

ID

L

IM

IT

F

IE

LD

V

A N

E C

O M

P R

E S

S

IV

E S

T R

E N

G T

H ks f) ft

EQUIPMENT TSi 150cc Sonic

N U

M B

E R

T Y

P E ft

REMARKS:

D E

P T

H ft

DAYS AFTER DRILLING

WATER LEVEL:

PROJECT VA Central Region AEIDIQ

NONE OBSERVED WHILE DRILLING

DRILLER Cascade Drilling HAMMER N/A

E L

E V

A T

IO

N ft

PROJECT NO. 2017-0495.10

P

LA

S T

IC

IT

Y

IN

D E

X

H A

N D

P E

N E

T R

O M

E T

E R

(k sf

SHEET 2

R E

C O

V E

R Y

(in /in

HRS AFTER DRILLING

LOCATION Walla Walla, Washington

SAMPLE

BORING NUMBER B-6

DATE DRILLED 12/04/19

of 2

M O

IS

T

U R

E C

O N

T E

N T

U N

C O

N F

IN

E

D C

O M

P R

E S

S

IV

E S

T R

E N

G T

H

FILL: Brown, silt, trace crushed brick and roots

SILT (ML): Brown

Becomes brownish-gray, with fine sand

6/18

5/18

21/24

12/18

18/18

16/18

SS

SS

ST

SS

SS

SS

4.0

9.0

5.0

7.0

2.0

0.5

1.0

0.8 ft WHILE DRILLING

B

LO

W S

(p er in

BORING LOG

S E

E R

E M

A R

K N

O

G R

A P

H

ICDESCRIPTION

(UNIFIED SOIL CLASSIFICATION)

LABORATORY TEST RESULTS

ELEVATION 904.7±

X

D R

Y D

E N

S

IT

Y (p cf

LI

Q

U

ID

L

IM

IT

F

IE

LD

V

A N

E C

O M

P R

E S

S

IV

E S

T R

E N

G T

H ks f) ft

EQUIPMENT CME-85 w/HSA

N U

M B

E R

T Y

P E ft

REMARKS:

D E

P T

H ft

DAYS AFTER DRILLING

WATER LEVEL:

PROJECT VA Central Region AEIDIQ

NONE OBSERVED WHILE DRILLING

DRILLER Haz-Tech Drilling, Inc. HAMMER Auto

E L

E V

A T

IO

N ft

PROJECT NO. 2017-0495.10

P

LA

S T

IC

IT

Y

IN

D E

X

H A

N D

P E

N E

T R

O M

E T

E R

(k sf

SHEET 1

R E

C O

V E

R Y

(in /in

HRS AFTER DRILLING

LOCATION Walla Walla, Washington

SAMPLE

BORING NUMBER B-7

DATE DRILLED 12/12/19

of 2

M O

IS

T

U R

E C

O N

T E

N T

U N

C O

N F

IN

E

D C

O M

P R

E S

S

IV

E S

T R

E N

G T

H

Boring terminated at 30 feet.

18/18

18/18

SS

SS

6.0

2.0

1.0

0.8 ft WHILE DRILLING

B

LO

W S

(p er in

BORING LOG

S E

E R

E M

A R

K N

O

G R

A P

H

ICDESCRIPTION

(UNIFIED SOIL CLASSIFICATION)

LABORATORY TEST RESULTS

ELEVATION 904.7±

X

D R

Y D

E N

S

IT

Y (p cf

LI

Q

U

ID

L

IM

IT

F

IE

LD

V

A N

E C

O M

P R

E S

S

IV

E S

T R

E N

G T

H ks f) ft

EQUIPMENT CME-85 w/HSA

N U

M B

E R

T Y

P E ft

REMARKS:

D E

P T

H ft

DAYS AFTER DRILLING

WATER LEVEL:

PROJECT VA Central Region AEIDIQ

NONE OBSERVED WHILE DRILLING

DRILLER Haz-Tech Drilling, Inc. HAMMER Auto

E L

E V

A T

IO

N ft

PROJECT NO. 2017-0495.10

P

LA

S T

IC

IT

Y

IN

D E

X

H A

N D

P E

N E

T R

O M

E T

E R

(k sf

SHEET 2

R E

C O

V E

R Y

(in /in

HRS AFTER DRILLING

LOCATION Walla Walla, Washington

SAMPLE

BORING NUMBER B-7

DATE DRILLED 12/12/19

of 2

M O

IS

T

U R

E C

O N

T E

N T

U N

C O

N F

IN

E

D C

O M

P R

E S

S

IV

E S

T R

E N

G T

H

SILT (ML): Brown, trace roots

No roots

With fine sand

4/18

8/18

10/18

16/18

16/18

SS

SS

SS

SS

SS

SS

>9.0

7.5

6.0

7.0

5.0

1.0

0.8

1.3

0.8

1.0 ft WHILE DRILLING

B

LO

W S

(p er in

BORING LOG

S E

E R

E M

A R

K N

O

G R

A P

H

ICDESCRIPTION

(UNIFIED SOIL CLASSIFICATION)

LABORATORY TEST RESULTS

ELEVATION 907±

X

D R

Y D

E N

S

IT

Y (p cf

LI

Q

U

ID

L

IM

IT

F

IE

LD

V

A N

E C

O M

P R

E S

S

IV

E S

T R

E N

G T

H ks f) ft

EQUIPMENT CME-85 w/HSA

N U

M B

E R

T Y

P E ft

REMARKS:

D E

P T

H ft

DAYS AFTER DRILLING

WATER LEVEL:

PROJECT VA Central Region AEIDIQ

NONE OBSERVED WHILE DRILLING

DRILLER Haz-Tech Drilling, Inc. HAMMER Auto

E L

E V

A T

IO

N ft

PROJECT NO. 2017-0495.10

P

LA

S T

IC

IT

Y

IN

D E

X

H A

N D

P E

N E

T R

O M

E T

E R

(k sf

SHEET 1

R E

C O

V E

R Y

(in /in

HRS AFTER DRILLING

LOCATION Walla Walla, Washington

SAMPLE

BORING NUMBER B-8

DATE DRILLED 12/11/19

of 2

M O

IS

T

U R

E C

O N

T E

N T

U N

C O

N F

IN

E

D C

O M

P R

E S

S

IV

E S

T R

E N

G T

H

POORLY GRADED GRAVEL with SAND (GP): Fine to coarse, trace brown, lean clay Boring terminated at 30 feet.

18/18

18/18

SS

SS

1) Boring backfilled with 4 bags of bentonite chips and boring area reseeded with Kentucky Bluegrass.

3.0

4.0 ft WHILE DRILLING

B

LO

W S

(p er in

BORING LOG

S E

E R

E M

A R

K N

O

G R

A P

H

ICDESCRIPTION

(UNIFIED SOIL CLASSIFICATION)

LABORATORY TEST RESULTS

ELEVATION 907±

X

D R

Y D

E N

S

IT

Y (p cf

LI

Q

U

ID

L

IM

IT

F

IE

LD

V

A N

E C

O M

P R

E S

S

IV

E S

T R

E N

G T

H ks f) ft

EQUIPMENT CME-85 w/HSA

N U

M B

E R

T Y

P E ft

REMARKS:

D E

P T

H ft

DAYS AFTER DRILLING

WATER LEVEL:

PROJECT VA Central Region AEIDIQ

NONE OBSERVED WHILE DRILLING

DRILLER Haz-Tech Drilling, Inc. HAMMER Auto

E L

E V

A T

IO

N ft

PROJECT NO. 2017-0495.10

P

LA

S T

IC

IT

Y

IN

D E

X

H A

N D

P E

N E

T R

O M

E T

E R

(k sf

SHEET 2

R E

C O

V E

R Y

(in /in

HRS AFTER DRILLING

LOCATION Walla Walla, Washington

SAMPLE

BORING NUMBER B-8

DATE DRILLED 12/11/19

of 2

M O

IS

T

U R

E C

O N

T E

N T

U N

C O

N F

IN

E

D C

O M

P R

E S

S

IV

E S

T R

E N

G T

H

2" TOPSOIL

FILL: Dark brown, silt with crushed rock, brick and sand

-cobble sized gravel from 2 to 2.5 feet.

SILT (ML): Light brownish-gray, with fine to coarse sand

SILTY CLAY (CL-ML): Light brownish-gray, with fine sand

SILT (ML): Light brownish-gray, with fine sand

21/60

22/60

60/60

60/60

BS

BS

BS

BS

2.5

4.0 ft WHILE DRILLING

B

LO

W S

(p er in

BORING LOG

S E

E R

E M

A R

K N

O

G R

A P

H

ICDESCRIPTION

(UNIFIED SOIL CLASSIFICATION)

LABORATORY TEST RESULTS

ELEVATION 910.3±

D R

Y D

E N

S

IT

Y (p cf

LI

Q

U

ID

L

IM

IT

F

IE

LD

V

A N

E C

O M

P R

E S

S

IV

E S

T R

E N

G T

H ks f) ft

EQUIPMENT TSi 150cc Sonic

N U

M B

E R

T Y

P E ft

REMARKS:

D E

P T

H ft

DAYS AFTER DRILLING

WATER LEVEL:

PROJECT VA Central Region AEIDIQ

NONE OBSERVED WHILE DRILLING

DRILLER Cascade Drilling HAMMER N/A

E L

E V

A T

IO

N ft

PROJECT NO. 2017-0495.10

P

LA

S T

IC

IT

Y

IN

D E

X

H A

N D

P E

N E

T R

O M

E T

E R

(k sf

SHEET 1

R E

C O

V E

R Y

(in /in

HRS AFTER DRILLING

LOCATION Walla Walla, Washington

SAMPLE

BORING NUMBER B-9

DATE DRILLED 12/4&5/2019

of 5

55.0

M O

IS

T

U R

E C

O N

T E

N T

U N

C O

N F

IN

E

D C

O M

P R

E S

S

IV

E S

T R

E N

G T

H

SILT (ML): Light brownish-gray, with fine sand (Continued)

LEAN CLAY (CL): Brown, with fine sand

SILTY GRAVEL (GM): Dark gray, fine to cobble sized, with fine to coarse sand

60/60

60/60

60/60

60/60

BS

BS

BS

BS

1.5

2.0 ft WHILE DRILLING

B

LO

W S

(p er in

BORING LOG

S E

E R

E M

A R

K N

O

G R

A P

H

ICDESCRIPTION

(UNIFIED SOIL CLASSIFICATION)

LABORATORY TEST RESULTS

ELEVATION 910.3±

D R

Y D

E N

S

IT

Y (p cf

LI

Q

U

ID

L

IM

IT

F

IE

LD

V

A N

E C

O M

P R

E S

S

IV

E S

T R

E N

G T

H ks f) ft

EQUIPMENT TSi 150cc Sonic

N U

M B

E R

T Y

P E ft

REMARKS:

D E

P T

H ft

DAYS AFTER DRILLING

WATER LEVEL:

PROJECT VA Central Region AEIDIQ

NONE OBSERVED WHILE DRILLING

DRILLER Cascade Drilling HAMMER N/A

E L

E V

A T

IO

N ft

PROJECT NO. 2017-0495.10

P

LA

S T

IC

IT

Y

IN

D E

X

H A

N D

P E

N E

T R

O M

E T

E R

(k sf

SHEET 2

R E

C O

V E

R Y

(in /in

HRS AFTER DRILLING

LOCATION Walla Walla, Washington

SAMPLE

BORING NUMBER B-9

DATE DRILLED 12/4&5/2019

of 5

55.0

M O

IS

T

U R

E C

O N

T E

N T

U N

C O

N F

IN

E

D C

O M

P R

E S

S

IV

E S

T R

E N

G T

H

SILTY GRAVEL (GM): Dark gray, fine to cobble sized, with fine to coarse sand (Continued)

Gravel is fine to coarse

CLAYEY GRAVEL (GC): Dark brown and gray, fine to cobble sized, with fine to coarse sand, clay is lean

60/60

60/60

60/60

60/60

BS

BS

BS

BS

1) Grain Size Analysis Test performed.

ft WHILE DRILLING

B

LO

W S

(p er in

BORING LOG

S E

E R

E M

A R

K N

O

G R

A P

H

ICDESCRIPTION

(UNIFIED SOIL CLASSIFICATION)

LABORATORY TEST RESULTS

ELEVATION 910.3±

D R

Y D

E N

S

IT

Y (p cf

LI

Q

U

ID

L

IM

IT

F

IE

LD

V

A N

E C

O M

P R

E S

S

IV

E S

T R

E N

G T

H ks f) ft

EQUIPMENT TSi 150cc Sonic

N U

M B

E R

T Y

P E ft

REMARKS:

D E

P T

H ft

DAYS AFTER DRILLING

WATER LEVEL:

PROJECT VA Central Region AEIDIQ

NONE OBSERVED WHILE DRILLING

DRILLER Cascade Drilling HAMMER N/A

E L

E V

A T

IO

N ft

PROJECT NO. 2017-0495.10

P

LA

S T

IC

IT

Y

IN

D E

X

H A

N D

P E

N E

T R

O M

E T

E R

(k sf

SHEET 3

R E

C O

V E

R Y

(in /in

HRS AFTER DRILLING

LOCATION Walla Walla, Washington

SAMPLE

BORING NUMBER B-9

DATE DRILLED 12/4&5/2019

of 5

55.0

M O

IS

T

U R

E C

O N

T E

N T

U N

C O

N F

IN

E

D C

O M

P R

E S

S

IV

E S

T R

E N

G T

H

CLAYEY GRAVEL (GC): Dark brown and gray, fine to cobble sized, with fine to coarse sand, clay is lean (Continued)

Gravel is fine to coarse

Becomes brown

60/60

60/60

60/60

18/60

BS

BS

BS

BS

2) Grain Size Analysis Test performed.

ft WHILE DRILLING

B

LO

W S

(p er in

BORING LOG

S E

E R

E M

A R

K N

O

G R

A P

H

ICDESCRIPTION

(UNIFIED SOIL CLASSIFICATION)

LABORATORY TEST RESULTS

ELEVATION 910.3±

D R

Y D

E N

S

IT

Y (p cf

LI

Q

U

ID

L

IM

IT

F

IE

LD

V

A N

E C

O M

P R

E S

S

IV

E S

T R

E N

G T

H ks f) ft

EQUIPMENT TSi 150cc Sonic

N U

M B

E R

T Y

P E ft

REMARKS:

D E

P T

H ft

DAYS AFTER DRILLING

WATER LEVEL:

PROJECT VA Central Region AEIDIQ

NONE OBSERVED WHILE DRILLING

DRILLER Cascade Drilling HAMMER N/A

E L

E V

A T

IO

N ft

PROJECT NO. 2017-0495.10

P

LA

S T

IC

IT

Y

IN

D E

X

H A

N D

P E

N E

T R

O M

E T

E R

(k sf

SHEET 4

R E

C O

V E

R Y

(in /in

HRS AFTER DRILLING

LOCATION Walla Walla, Washington

SAMPLE

BORING NUMBER B-9

DATE DRILLED 12/4&5/2019

of 5

55.0

M O

IS

T

U R

E C

O N

T E

N T

U N

C O

N F

IN

E

D C

O M

P R

E S

S

IV

E S

T R

E N

G T

H

CLAYEY GRAVEL (GC): Dark brown and gray, fine to cobble sized, with fine to coarse sand, clay is lean (Continued)

SILT (ML): Light brown, with fine to coarse sand

CLAYEY GRAVEL (GC): Dark brown and gray, fine to cobble sized, with fine to coarse sand, clay is lean

Boring terminated at 100 feet.

60/60

60/60

60/60

60/60

BS

BS

BS

BS

0.5 ft WHILE DRILLING

B

LO

W S

(p er in

BORING LOG

S E

E R

E M

A R

K N

O

G R

A P

H

ICDESCRIPTION

(UNIFIED SOIL CLASSIFICATION)

LABORATORY TEST RESULTS

ELEVATION 910.3±

D R

Y D

E N

S

IT

Y (p cf

LI

Q

U

ID

L

IM

IT

F

IE

LD

V

A N

E C

O M

P R

E S

S

IV

E S

T R

E N

G T

H ks f) ft

EQUIPMENT TSi 150cc Sonic

N U

M B

E R

T Y

P E ft

REMARKS:

D E

P T

H ft

DAYS AFTER DRILLING

WATER LEVEL:

PROJECT VA Central Region AEIDIQ

NONE OBSERVED WHILE DRILLING

DRILLER Cascade Drilling HAMMER N/A

E L

E V

A T

IO

N ft

PROJECT NO. 2017-0495.10

P

LA

S T

IC

IT

Y

IN

D E

X

H A

N D

P E

N E

T R

O M

E T

E R

(k sf

SHEET 5

R E

C O

V E

R Y

(in /in

HRS AFTER DRILLING

LOCATION Walla Walla, Washington

SAMPLE

BORING NUMBER B-9

DATE DRILLED 12/4&5/2019

of 5

55.0

M O

IS

T

U R

E C

O N

T E

N T

U N

C O

N F

IN

E

D C

O M

P R

E S

S

IV

E S

T R

E N

G T

H

FILL: Brown and dark brown, silt, trace roots

With fine sand

1.1

8/18

5/18

15/18

16/18

17/18

SS

SS

ST

SS

SS

SS

85 7.0

5.5

7.0

9.0

0.8

0.8

0.8

1.0

1.3 ft WHILE DRILLING

B

LO

W S

(p er in

BORING LOG

S E

E R

E M

A R

K N

O

G R

A P

H

ICDESCRIPTION

(UNIFIED SOIL CLASSIFICATION)

LABORATORY TEST RESULTS

ELEVATION 908.5±

X

D R

Y D

E N

S

IT

Y (p cf

LI

Q

U

ID

L

IM

IT

F

IE

LD

V

A N

E C

O M

P R

E S

S

IV

E S

T R

E N

G T

H ks f) ft

EQUIPMENT CME-85 w/HSA

N U

M B

E R

T Y

P E ft

REMARKS:

D E

P T

H ft

DAYS AFTER DRILLING

WATER LEVEL:

PROJECT VA Central Region AEIDIQ

NONE OBSERVED WHILE DRILLING

DRILLER Haz-Tech Drilling, Inc. HAMMER Auto

E L

E V

A T

IO

N ft

PROJECT NO. 2017-0495.10

P

LA

S T

IC

IT

Y

IN

D E

X

H A

N D

P E

N E

T R

O M

E T

E R

(k sf

SHEET 1

R E

C O

V E

R Y

(in /in

HRS AFTER DRILLING

LOCATION Walla Walla, Washington

SAMPLE

BORING NUMBER B-10

DATE DRILLED 12/11/19

of 2

M O

IS

T

U R

E C

O N

T E

N T

U N

C O

N F

IN

E

D C

O M

P R

E S

S

IV

E S

T R

E N

G T

H

Trace fine sand

POORLY GRADED GRAVEL with SAND (GP): Fine to coarse, trace brown, lean clay

Boring terminated at 30 feet.

18/18

12/18

SS

SS

6.0 1.3 ft WHILE DRILLING

B

LO

W S

(p er in

BORING LOG

S E

E R

E M

A R

K N

O

G R

A P

H

ICDESCRIPTION

(UNIFIED SOIL CLASSIFICATION)

LABORATORY TEST RESULTS

ELEVATION 908.5±

X

D R

Y D

E N

S

IT

Y (p cf

LI

Q

U

ID

L

IM

IT

F

IE

LD

V

A N

E C

O M

P R

E S

S

IV

E S

T R

E N

G T

H ks f) ft

EQUIPMENT CME-85 w/HSA

N U

M B

E R

T Y

P E ft

REMARKS:

D E

P T

H ft

DAYS AFTER DRILLING

WATER LEVEL:

PROJECT VA Central Region AEIDIQ

NONE OBSERVED WHILE DRILLING

DRILLER Haz-Tech Drilling, Inc. HAMMER Auto

E L

E V

A T

IO

N ft

PROJECT NO. 2017-0495.10

P

LA

S T

IC

IT

Y

IN

D E

X

H A

N D

P E

N E

T R

O M

E T

E R

(k sf

SHEET 2

R E

C O

V E

R Y

(in /in

HRS AFTER DRILLING

LOCATION Walla Walla, Washington

SAMPLE

BORING NUMBER B-10

DATE DRILLED 12/11/19

of 2

M O

IS

T

U R

E C

O N

T E

N T

U N

C O

N F

IN

E

D C

O M

P R

E S

S

IV

E S

T R

E N

G T

H

GRAVELLY SILT (ML): Dark brown, gravel is fine to cobble sized, trace organics

SILTY GRAVEL (GM): Dark brown, fine to cobble sized, with fine to coarse sand

40/60

60/60

51/60

22/60

BS

BS

BS

BS

ft WHILE DRILLING

B

LO

W S

(p er in

BORING LOG

S E

E R

E M

A R

K N

O

G R

A P

H

ICDESCRIPTION

(UNIFIED SOIL CLASSIFICATION)

LABORATORY TEST RESULTS

ELEVATION 888.6±

X

D R

Y D

E N

S

IT

Y (p cf

LI

Q

U

ID

L

IM

IT

F

IE

LD

V

A N

E C

O M

P R

E S

S

IV

E S

T R

E N

G T

H ks f) ft

EQUIPMENT TSi 150cc Sonic

N U

M B

E R

T Y

P E ft

REMARKS:

D E

P T

H ft

DAYS AFTER DRILLING

WATER LEVEL:

PROJECT VA Central Region AEIDIQ

NONE OBSERVED WHILE DRILLING

DRILLER Cascade Drilling HAMMER N/A

E L

E V

A T

IO

N ft

PROJECT NO. 2017-0495.10

P

LA

S T

IC

IT

Y

IN

D E

X

H A

N D

P E

N E

T R

O M

E T

E R

(k sf

SHEET 1

R E

C O

V E

R Y

(in /in

HRS AFTER DRILLING

LOCATION Walla Walla, Washington

SAMPLE

BORING NUMBER B-11

DATE DRILLED 12/04/19

of 2

M O

IS

T

U R

E C

O N

T E

N T

U N

C O

N F

IN

E

D C

O M

P R

E S

S

IV

E S

T R

E N

G T

H

POORLY GRADED GRAVEL with SILT and SAND (GP-GM): Dark brown, fine to coarse, with fine to coarse sand

Becomes gray

Boring terminated at 30 feet.

38/60

55/60

BS

BS

1) Grain Size Analysis Test performed.

ft WHILE DRILLING

B

LO

W S

(p er in

BORING LOG

S E

E R

E M

A R

K N

O

G R

A P

H

ICDESCRIPTION

(UNIFIED SOIL CLASSIFICATION)

LABORATORY TEST RESULTS

ELEVATION 888.6±

X

D R

Y D

E N

S

IT

Y (p cf

LI

Q

U

ID

L

IM

IT

F

IE

LD

V

A N

E C

O M

P R

E S

S

IV

E S

T R

E N

G T

H ks f) ft

EQUIPMENT TSi 150cc Sonic

N U

M B

E R

T Y

P E ft

REMARKS:

D E

P T

H ft

DAYS AFTER DRILLING

WATER LEVEL:

PROJECT VA Central Region AEIDIQ

NONE OBSERVED WHILE DRILLING

DRILLER Cascade Drilling HAMMER N/A

E L

E V

A T

IO

N ft

PROJECT NO. 2017-0495.10

P

LA

S T

IC

IT

Y

IN

D E

X

H A

N D

P E

N E

T R

O M

E T

E R

(k sf

SHEET 2

R E

C O

V E

R Y

(in /in

HRS AFTER DRILLING

LOCATION Walla Walla, Washington

SAMPLE

BORING NUMBER B-11

DATE DRILLED 12/04/19

of 2

M O

IS

T

U R

E C

O N

T E

N T

U N

C O

N F

IN

E

D C

O M

P R

E S

S

IV

E S

T R

E N

G T

H

FILL: Brown, silt, trace fine to coarse gravel and organics

-Crushed brick from 3 to 3.5 feet

Becomes dark brown

SILTY GRAVEL (GM): Dark brown, fine to coarse, with fine to coarse sand

42/60

14/60

60/60

60/60

BS

BS

BS

BS

ft WHILE DRILLING

B

LO

W S

(p er in

BORING LOG

S E

E R

E M

A R

K N

O

G R

A P

H

ICDESCRIPTION

(UNIFIED SOIL CLASSIFICATION)

LABORATORY TEST RESULTS

ELEVATION 885.2±

X

D R

Y D

E N

S

IT

Y (p cf

LI

Q

U

ID

L

IM

IT

F

IE

LD

V

A N

E C

O M

P R

E S

S

IV

E S

T R

E N

G T

H ks f) ft

EQUIPMENT TSi 150cc Sonic

N U

M B

E R

T Y

P E ft

REMARKS:

D E

P T

H ft

DAYS AFTER DRILLING

WATER LEVEL:

PROJECT VA Central Region AEIDIQ

NONE OBSERVED WHILE DRILLING

DRILLER Cascade Drilling HAMMER N/A

E L

E V

A T

IO

N ft

PROJECT NO. 2017-0495.10

P

LA

S T

IC

IT

Y

IN

D E

X

H A

N D

P E

N E

T R

O M

E T

E R

(k sf

SHEET 1

R E

C O

V E

R Y

(in /in

HRS AFTER DRILLING

LOCATION Walla Walla, Washington

SAMPLE

BORING NUMBER B-12

DATE DRILLED 12/04/19

of 2

M O

IS

T

U R

E C

O N

T E

N T

U N

C O

N F

IN

E

D C

O M

P R

E S

S

IV

E S

T R

E N

G T

H

SILTY GRAVEL (GM): Dark brown, fine to coarse, with fine to coarse sand (Continued)

Gravel becomes fine to cobble sized

Gravel is fine to coarse

Boring terminated at 30 feet.

BS

BS

1) Grain Size Analysis Test performed.

ft WHILE DRILLING

B

LO

W S

(p er in

BORING LOG

S E

E R

E M

A R

K N

O

G R

A P

H

ICDESCRIPTION

(UNIFIED SOIL CLASSIFICATION)

LABORATORY TEST RESULTS

ELEVATION 885.2±

X

D R

Y D

E N

S

IT

Y (p cf

LI

Q

U

ID

L

IM

IT

F

IE

LD

V

A N

E C

O M

P R

E S

S

IV

E S

T R

E N

G T

H ks f) ft

EQUIPMENT TSi 150cc Sonic

N U

M B

E R

T Y

P E ft

REMARKS:

D E

P T

H ft

DAYS AFTER DRILLING

WATER LEVEL:

PROJECT VA Central Region AEIDIQ

NONE OBSERVED WHILE DRILLING

DRILLER Cascade Drilling HAMMER N/A

E L

E V

A T

IO

N ft

PROJECT NO. 2017-0495.10

P

LA

S T

IC

IT

Y

IN

D E

X

H A

N D

P E

N E

T R

O M

E T

E R

(k sf

SHEET 2

R E

C O

V E

R Y

(in /in

HRS AFTER DRILLING

LOCATION Walla Walla, Washington

SAMPLE

BORING NUMBER B-12

DATE DRILLED 12/04/19

of 2

M O

IS

T

U R

E C

O N

T E

N T

U N

C O

N F

IN

E

D C

O M

P R

E S

S

IV

E S

T R

E N

G T

H

FILL: Light grayish-brown, silt, trace fine sand

SILT (ML): Light brown, with fine sand

Becomes brown

SILTY GRAVEL (GM): Brownish-gray, fine to cobble sized, with fine to coarse sand

35/60

22/60

26/60

60/60

BS

BS

BS

BS

ft WHILE DRILLING

B

LO

W S

(p er in

BORING LOG

S E

E R

E M

A R

K N

O

G R

A P

H

ICDESCRIPTION

(UNIFIED SOIL CLASSIFICATION)

LABORATORY TEST RESULTS

ELEVATION 886.3±

X

D R

Y D

E N

S

IT

Y (p cf

LI

Q

U

ID

L

IM

IT

F

IE

LD

V

A N

E C

O M

P R

E S

S

IV

E S

T R

E N

G T

H ks f) ft

EQUIPMENT TSi 150cc Sonic

N U

M B

E R

T Y

P E ft

REMARKS:

D E

P T

H ft

DAYS AFTER DRILLING

WATER LEVEL:

PROJECT VA Central Region AEIDIQ

NONE OBSERVED WHILE DRILLING

DRILLER Cascade Drilling HAMMER N/A

E L

E V

A T

IO

N ft

PROJECT NO. 2017-0495.10

P

LA

S T

IC

IT

Y

IN

D E

X

H A

N D

P E

N E

T R

O M

E T

E R

(k sf

SHEET 1

R E

C O

V E

R Y

(in /in

HRS AFTER DRILLING

LOCATION Walla Walla, Washington

SAMPLE

BORING NUMBER B-13

DATE DRILLED 12/05/19

of 2

M O

IS

T

U R

E C

O N

T E

N T

U N

C O

N F

IN

E

D C

O M

P R

E S

S

IV

E S

T R

E N

G T

H

SILTY GRAVEL (GM): Brownish-gray, fine to cobble sized, with fine to coarse sand (Continued)

Gravel is fine to coarse

Becomes dark brown and gray

Boring terminated at 30 feet.

60/60

60/60

BS

BS

1) Grain Size Analysis Test performed.

ft WHILE…