S06 - Amendment 0004 - RFI Q 35 - AppendixE 1of4-Geotech Report.pdf

R E

P O

R T

G

E O

T E

C H

N

IC

A L

E N

G

IN

E E

R

IN

G

IN

V E

S T

IG

A

T

IO

N

C-18068-0005 May 8, 2023

Proposed VA Butler Healthcare Structures

New Castle Road, Butler Township Butler County, Pennsylvania

P R E P A R E D F O R

Jonathan Greb, Project Manager

Spees Design Build

23830 Pacific Hwy S, Suite 203

Kent, WA 98032

S U B M I T T E D B Y

Joseph P. Fagan, P.E.

The Gateway Engineers, Inc.

100 McMorris Road

Pittsburgh, PA 15205

412.409.2306 PHONE

412.921.9960 FAX

www.gatewayengineers.com jfagan@gatewayengineers.com http://www.gatewayengineers.com/

THE GATEWAY ENGINEERS, INC.

100 MCMORRIS ROAD.

PITTSBURGH, PA 15205

412-921-4030 PHONE

412-921-9960 FAX

www.GatewayEngineers.com

May 8, 2023 C-18068-0005

Spees Design Build 23830 Pacific Hwy S, Suite 203 Kent, WA 98032

Attn: Jonathan Greb, Project Manager

Subject: Geotechnical Engineering Investigation Proposed VA Butler Healthcare Structures New Castle Road, Butler Township Butler County, Pennsylvania

As authorized, we have completed our investigation of subsurface conditions at the above-referenced site. This report describes the findings of the investigation and presents recommendations for the design and construction of foundations to support the proposed Data

Center Building west of existing Building 30 and the Telecom addition to existing Building 21 on the Veterans Affairs (VA) Butler Healthcare campus. We also completed a borehole infiltration test north of the proposed Data Center Building.

SITE LOCATION AND CONDITIONS

The VA Butler Healthcare Facility is located south of New Castle Road about 1.5 miles northwest of its intersection with Evans City Road in Butler Township, Butler County, Pennsylvania.

Building 30 is located in the southwest portion of the facility and Building 21 is located in the south-central portion.

The stone- and grass-covered ground surface in the proposed Data Center Building area falls gently north and east from elev 1283 ft at the southwest corner to elev 1281 ft at the northwest corner, on an average overall grade of approximately three percent (3 ft vertical fall in 100 ft horizontal distance). These elevations are based on topographic data developed by our survey personnel and are referenced to the North American Vertical Datum of 1988 (NAVD88). The grass-covered ground surface in the area of the Telecom addition to Building 21 is at about elev

1288, based on information from the Google Earth website.

GEOLOGIC CONSIDERATIONS

Geologically, the site is located on the west flank of the southwest-trending Millerstown Anticline

(a ridge-like fold in the bedrock strata) about 5.2 mi. from its axis. Bedrock strata at the site

May 8, 2023 C-18068-0005 generally dip, and groundwater in the bedrock migrates, south-southwest on a grade of approximately 0.4 percent.

The Pennsylvania Department of Environmental Resources, Mineral Resource Report 85, Coal

Resources of Butler County, Pennsylvania, Part 1, dated 1985, indicates that the Upper Freeport

Coal seam lies at about USGS elev 1105, or approximately 175 ft below the site. That reference did not identify that the Upper Freeport or any other coal seams have been deep mined below the site. Therefore, mine subsidence should not be a concern for the proposed project.

Surficial bedrock at the site represents the Conemaugh Group, Pennsylvanian System. It consists predominately of sandstones and shales with some limestone and coal seams. The

Upper Freeport Coal seam lies at the base of the Group.

SUBSURFACE EXPLORATIONS

The Boring Location Plans, Figs. 1 and 2, for the proposed Data Center Building and the Telecom addition to Building 21, respectively, show the locations of four test borings drilled by Test Boring

Services, Inc., to determine the physical properties of the site soils and bedrock. Borings 1, 2, and 3 were drilled on March 31, 2023, while Boring 4 was drilled on April 26, 2023. Boring 3 was for the infiltration test and the remaining borings were for geotechnical evaluation. In Borings 1, 2, and 4, standard penetration tests (SPTs) were conducted at three-foot vertical intervals in the soil mantle in compliance with ASTM International Test Designation: D1586-111. These tests provide a measure of the shearing resistance, or strength, of cohesive soils and the relative density of granular soils; they also provide soil specimens for laboratory evaluation. In Borings 1, 2, and 4, the SPTs were continued to refusal on bedrock from which level five feet of continuous

NQ-2 (2-in.-dia) rock cores were procured from each. Boring 3 was augered to a depth of five feet. All borings were subsequently backfilled with auger cuttings. The subsurface exploratory program entailed 60.1 lin ft of soil boring, 5.0 ft of soil augering, and 15.0 lin ft of rock coring.

The borings indicate that the soil mantle is 13 ft to 25 ft thick and is capped by up to 0.4 ft of topsoil. It consists of, in descending order: 6 ft to 12 ft of fill; 3 ft to 6 ft of colluvial soil (derived from rocks from upper reaches that have decomposed and migrated downslope due to gravity;

i.e. “nature’s fill”) in two borings; and up to 13 ft of residual soil (the product of in-place decomposition of bedrock), which grades into bedrock. The fill - a heterogenous cohesive

1Under this test procedure, the number of blows (N) required to drive a two-inch outside diameter split barrel sampling tube a distance of one foot with a 140-pound hammer falling 30 inches is defined as "standard penetration test" (SPT).

mixture of silt, clay, sand, rock fragments, organic silt, carbonaceous rock fragments, slag, cinders, and brick fragments - ranges from medium to stiff in consistency. The colluvial soil is a cohesive mixture of medium to very stiff silt, clay, rock fragments, and carbonaceous rock fragments. The residual soil is comprised of decomposed siltstone and decomposed claystone, both with carbonaceous and thin coal seams, that ranges from very stiff to extremely stiff in consistency. Bedrock is an interbedded sequence of extremely broken to massive and soft to hard claystone and siltstone, both with carbonaceous seams, carbonaceous siltstone, and sandstone. The subsurface explorations are summarized on Page 4; pertinent geotechnical terminology and detailed classification logs of the soils and rocks encountered are appended.

Observations for groundwater were conducted during the progress of the subsurface explorations and upon completion of boring operations. Groundwater was encountered in Boring 2 at elev

1274, representing water that has migrated through upper reaches of the soil mantle and is trapped atop the less pervious residual soil surface. Further, moist zones were observed in the soil mantle of all of the borings. As water was used for rock coring operations, any potential groundwater below the bedrock surface would have been obscured and could not have been noted during this investigation. Groundwater conditions will vary with seasonal changes in precipitation. Any groundwater encountered during construction should be controllable with conventional techniques such as surface diversions, cut-off drains, and temporary sump pumps.

Further, the structures should be provided with conventional perimeter foundation drains to protect and maintain the integrity of the bearing subgrades.

INFILTRATION TESTING

As requested, on March 31, 2023, Boring 3 was augered to a depth of five feet, and an infiltration test was then performed in the borehole. A stabilized infiltration rate of 2.40 inches per hour was recorded. The infiltration test report is appended.

DISCUSSION AND RECOMMENDATIONS

It is our understanding that the project entails construction of the proposed Data Center Building west of existing Building 30 and a Telecom addition to existing Building 21. The proposed Data

Center Building will have its ground floor at about elev 1282 to match the Building 30 floor level.

Thus, site grading will generally entail less than one foot of cut or fill for this proposed building.

Further, the ground floor elevation of the Telecom addition will match that of Building 21 and minimal grading will also be required for this addition.

VA BUTLER HEALTHCARE

GATEWAY PROJECT NO. C-1068-0005

- 4 -

SUMMARY OF SUBSURFACE EXPLORATIONS

BORING

DESIGNATION

ELEVATION

OF GROUND

SURFACE

(feet)

THICKNESS

OF FILL

OF COLLUVIAL

SOIL

OF RESIDUAL

SOIL

TOTAL DEPTH

TO BEDROCK

OF BEDROCK

OF GROUND-

WATER LEVEL

1 1281 12* 0 13 25 1256 NE**

2 1282 6* 6 10 22 1260 1274

4 1288 6 3 4 13 1275 NE

* includes 0.3 ft to 0.4 ft of topsoil

** none encountered

FOUNDATION CONSIDERATIONS

As the borings encountered 6 ft to 9 ft of surficial soil that is of variable compressibility, shallow structure foundations constructed directly on this material would likely experience excessive differential foundation settlement. Therefore, we recommend that a foundation undercut and backfill scheme be completed to create a more uniform subgrade and reduce the settlement to an acceptable level. This would entail undercutting the footing areas, plus two-ft-wide perimeter strips in all directions, to a depth of two feet below the respective footing bearing elevations. Further, the excavations should be wide enough to accommodate a ten-ten (static weight) vibratory roller compactor, such as a Caterpillar CS-563C, or equal. The exposed subgrades should be proof-rolled with a minimum of ten passes with the vibratory roller compactor. Soft or loose zones delineated by the proof-rolling should be undercut to competent material, or to an additional depth of one foot, whichever first occurs. Should the undercut subgrade remain unsuitable, it should be stabilized by "punching" suitable, inert (non-carbonaceous, non-pyritiferous, non-expansive, and non-slag) crushed stone meeting the size and grading requirements of American Association of State Highway and Transportation Officials

(AASHTO) No. 1 into the subgrade to create a "working surface" of sufficient shear strength deemed adequate by our inspection personnel. The AASHTO No. 1 stone should be “capped” with a minimum three-inch-thick layer of inert AASHTO No. 57 crushed stone. The vacated volumes should then be raised to final floor slab subgrade level with suitable, inert, on- or off-site borrow, compacted as described below. The structures can then be supported on conventional spread and/or continuous line footings bearing on the engineered fill and designed based on a net total combined load uniform contact bearing pressure (CBP) of 2000 lb/sq foot. The footing subgrades should be recompacted with mechanical hand tampers and the footings should be poured “neat” (without forms). Utilizing this scheme, up to one half inch of differential foundation settlement could be experienced along the long walls of the structures.

All perimeter footings should bear a minimum of 42 in. below final exterior grade for frost penetration protection.

Should excavations for the proposed Telecom addition extend below or subjacent to the existing

Building 21 foundations, no more than five feet of existing foundation bearing subgrade should be exposed at any one time without proper temporary support. If this is not possible, underpinning of the existing foundations would be required. We would be pleased to consult with you about the design of such a system should this be necessary.

FLOOR SLAB SUBGRADE PREPARATIONS

To prepare for floor slab-on-grade construction, all vegetation, topsoil, soft to medium surficial soil, and other deleterious materials should be removed, and the floor slab areas should be undercut to a depth of two feet below final floor slab subgrade level. The exposed subgrades should be proof-rolled with a minimum of ten passes with a ten-ton (static weight) vibratory roller compactor, as described above. Soft or loose zones delineated by the proof-rolling should be undercut to competent material, or to an additional depth of one foot, whichever first occurs.

Should the undercut subgrade remain unsuitable, it should be stabilized by "punching" suitable, inert, crushed stone meeting the size and grading requirements of AASHTO No. 1 into the subgrade to create a “working surface” of sufficient shear strength deemed adequate by our inspection personnel. The AASHTO No. 1 stone should be “capped” with a minimum three-inch-thick layer of inert AASHTO No. 57 crushed stone. The vacated volumes and all other areas requiring fill should then be raised to final floor slab subgrade level with suitable, inert, on- or off-site borrow, compacted as described below.

Provided that the floor slab subgrade stabilization procedures are completed as described above, floor slab-on-grade construction is permissible based on the design modulus of subgrade reaction

(MSR) of 120 lb/cu inch. Non-bearing partition walls may be supported directly on thickened floor slab sections. All floor slabs and non-bearing elements should be divorced from all load-bearing members with isolation joints.

FILL/BACKFILL CONSIDERATIONS

All non-organic and inert material excavated at the site can be used as fill and backfill. It should be noted that most of the site soils are moisture-sensitive and will be adversely affected by precipitation. Further, some exhibit in-situ elevated moisture contents that may render them difficult to properly compact. These conditions may require that the soils be extensively air-dried, mixed with drier material, and/or disced to modify their moisture content for proper compaction.

All cohesive fill should be compacted to at least 95 percent of the maximum modified proctor dry density as determined by ASTM International Test Designation: D1557-12, at water contents within three percent (±3%) of the optimum water content established by that test. Granular fill should be compacted to a minimum of 70 percent relative density as determined by ASTM

International Test Designations: D4253- and D4254-16.

SEISMIC CONSIDERATIONS

Considering that the soil mantle below the structures will be up to about 25 feet thick, the ASCE

7-16, Table 20.3-1 Site Classification (which is based on the surficial 100 ft of material) is Class C

(Very dense soil and soft rock). Based on these considerations, Fig. 3 provides the respective regional minimum and maximum seismic response design values.

GENERAL CONSIDERATIONS

Temporary cut slopes should be no steeper than one and one-half horizontal to one vertical

(1.5:1). Steeper slopes, if required, should be supported with properly designed retaining structures.

QUALITY VERIFICATION/CONSIDERATIONS

It is essential that all foundation construction and floor slab subgrade preparations be monitored on a full-time basis by our personnel. They will verify that the recommended bearing horizons/materials and fill/backfill compaction are consistently achieved. All recommendations presented herein are contingent upon such field verification.

This report has been prepared using field and laboratory procedures and analysis methods commonly accepted in local geotechnical engineering practices. All recommendations and/or conclusions herein pertain only to this specific project and should not be used or interpreted by others for modifications to this project, unless reviewed and approved by us, or for other projects or sites. Even within the project context, subsurface conditions depicted herein are representative only at the boring locations; actual conditions between/beyond borings may vary.

Due in part to such variability in subsurface conditions, the implementation of the recommended measures must be inspected by our personnel to confirm that the subsurface conditions encountered during construction are consistent with the test borings and our engineering analysis. In addition, our inspections will verify that the subgrades, backfills, and all other geomaterials used are behaving as anticipated. Some conditions or material/subgrade behavior and/or performance may require modifications to our recommendations, which can typically only be determined "on-the-spot" during full-time inspections by one of our soil technicians, under the direct supervision of our licensed professional engineers.

Not only could the interpretation and field inspection of our recommendations by others result in a structure that does not perform as intended, but inspection by individuals not qualified and/or not under the direct supervision of a professional geotechnical engineer could result in structure failures. Therefore, we will not be responsible nor professionally liable for the performance and/or suitability of any structure areas affected by geotechnical elements of the project inspected by others. The selected inspection agency must take full responsibility for proper implementation and performance of the project geotechnical recommendations for this site.

We sincerely appreciate the opportunity to be of service to you on this project. Should you have any questions regarding our findings or recommendations, please do not hesitate to contact us.

Respectfully submitted, THE GATEWAY ENGINEERS, INC.

BY:_____________________________

Joseph P. Fagan, P.E.

Project Manager

JPF

G:\Projects\18000\18068 VA Butler\-0005 Data Cntr Geotech\2023-05-08 Geotech Report

A

FU

LL

-S

ER

VI

CE

C

IV

IL

E

NG

IN

EE

RI

NG

F

IR

M

W W

W .G

AT

EW

AY

EN

G

IN

EE

RS

.C O

M

P

IT

TS

BU

RG

H

B

U

TL

ER

, P

1-

5-

4-

PR

EP

AR

ED

F O

R

R

EV

IS

IO

N R

EC

O

R D

N o

D at e

Project Number:

Drawing Scale:

Date Issued:

Index Number:

Drawn By:

Checked By:

Project Manager:

Pa th

F ile na m e=

G :\P ro je ct s\

0\

VA

B ut le r\-

D at a

C nt r G eo te ch

\G eo te ch

F ig ur es

.d w g Pl ot D at e=

5/ 5/

2:

P

M J oh n

P.

M al iz ia , P

.G

Sa ve

D at e= 5/

5/

2:

P M

G at ew ay E ng in ee rs

In c.

A ll

R ig ht s

R es er ve d

THE GATEWAY ENGINEERS, INC. RETAINS OWNERSHIP RIGHTS OF ALL DATA WITHIN THE PLANS. DATA CONTAINED WITHIN IS ONLY TO BE USED FOR ITS INTENDED PURPOSE BY ITS RESPONSIBLE PARTY. THE USE, REPLICATION, REPRODUCTION, OR REDISTRIBUTION OF DATA CONTAINED WITHIN IS STRICTLY PROHIBITED AND SUBJECT TO LEGAL ACTION. FIGURE 1

JPM

JPF

JPM

APRIL 2023

1"=40' C-18068-0005

BORING

LOCATION

PLAN A

KE

N

T, W

AS

H

IN

G

TO

N

N

EW

C

AS

TL

E

R O

AD

, B

U

TL

ER

T

O W

N

SH

IP

, B

U

TL

ER

C

O U

N

TY

, P

EN

N

SY

LV

AN

IA

PA

C

IF

IC

H

IG

H

W

AY

S , S

U

IT

E

PR

O

PO

SE

D V

A

BU

TL

ER

H

EA

LT

H

C

AR

E

AD

D

IT

IO

N

S

SP

EE

S D

ES

IG

N B

U

IL

D

G

EO

TE

C

H N

IC

AL

IN

VE

ST

IG

AT

IO

N

NORTH

GRAPHIC SCALE

( IN FEET )

20 40 80

1 inch = 40 ft.

Serial No.

Know what's below.

before you dig.Call

R

B-1 TEST BORING LOCATION

LEGEND

B-1

B-2

B-3

BUILDING

PROPOSED

DATA CENTER

BUILDING

(INFILTRATION ONLY)

LL

-S

ER

VI

CE

C

IV

IL

E

NG

IN

EE

RI

NG

F

IR

M

W W

W .G

AT

EW

AY

EN

G

IN

EE

RS

.C

TS

BU

RG

H

B

U

TL

ER

5-

4-

PR

EP

AR

ED

F O

R

R

EV

IS

IO

N R

EC

O

R D

N o

D at e

Project Number:

Drawing Scale:

Date Issued:

Index Number:

Drawn By:

Checked By:

Project Manager:

Pa th

F ile na m e=

G :\P ro je ct s\

0\

VA

B ut le r\-

D at a

C nt r G eo te ch

\G eo te ch

F ig ur es

.d w g Pl ot D at e=

5/ 5/

2:

P

M J oh n

P.

M al iz ia , P

.G

Sa ve

D at e= 5/

5/

2:

P M

G at ew ay E ng in ee rs

In c.

A ll

R ig ht s

R es er ve d

THE GATEWAY ENGINEERS, INC. RETAINS OWNERSHIP RIGHTS OF ALL DATA WITHIN THE PLANS. DATA CONTAINED WITHIN IS ONLY TO BE USED FOR ITS INTENDED PURPOSE BY ITS RESPONSIBLE PARTY. THE USE, REPLICATION, REPRODUCTION, OR REDISTRIBUTION OF DATA CONTAINED WITHIN IS STRICTLY PROHIBITED AND SUBJECT TO LEGAL ACTION. FIGURE 2

JPM

JPF

JPM

APRIL 2023

1"=20' C-18068-0005

BORING

LOCATION

PLAN B

KE

N

T, W

AS

H

IN

G

TO

N

N

EW

C

AS

TL

E

R O

AD

, B

U

TL

ER

T

O W

N

SH

IP

, B

U

TL

ER

C

O U

N

TY

, P

EN

N

SY

LV

AN

IA

PA

C

IF

IC

H

IG

H

W

AY

S , S

U

IT

E

PR

O

PO

SE

D V

A

BU

TL

ER

H

EA

LT

H

C

AR

E

AD

D

IT

IO

N

S

SP

EE

S D

ES

IG

N B

U

IL

D

G

EO

TE

C

H N

IC

AL

IN

VE

ST

IG

AT

IO

N

NORTH

GRAPHIC SCALE

( IN FEET )

10 20 40

1 inch = 20 ft.

Serial No.

Know what's below.

before you dig.Call

R

B-4 TEST BORING LOCATION

LEGEND

B-4

BUILDING

BUILDING

PROPOSED

BUILDING 21

ADDITION

AutoCAD SHX Text

CB

LL

-S

ER

VI

CE

C

IV

IL

E

NG

IN

EE

RI

NG

F

IR

M

W W

W .G

AT

EW

AY

EN

G

IN

EE

RS

.C

TS

BU

RG

H

B

U

TL

ER

5-

4-

PR

EP

AR

ED

F O

R

R

EV

IS

IO

N R

EC

O

R D

N o

D at e

Project Number:

Drawing Scale:

Date Issued:

Index Number:

Drawn By:

Checked By:

Project Manager:

Pa th

F ile na m e=

G :\P ro je ct s\

0\

VA

B ut le r\-

D at a

C nt r G eo te ch

\G eo te ch

F ig ur es

.d w g Pl ot D at e=

5/ 5/

2:

P

M J oh n

P.

M al iz ia , P

.G

Sa ve

D at e= 5/

5/

2:

P M

G at ew ay E ng in ee rs

In c.

A ll

R ig ht s

R es er ve d

THE GATEWAY ENGINEERS, INC. RETAINS OWNERSHIP RIGHTS OF ALL DATA WITHIN THE PLANS. DATA CONTAINED WITHIN IS ONLY TO BE USED FOR ITS INTENDED PURPOSE BY ITS RESPONSIBLE PARTY. THE USE, REPLICATION, REPRODUCTION, OR REDISTRIBUTION OF DATA CONTAINED WITHIN IS STRICTLY PROHIBITED AND SUBJECT TO LEGAL ACTION. FIGURE 3

JPM

JPF

JPM

APRIL 2023

N.T.S.

C-18068-0005

SEISMIC

CLASSIFICATION

KE

N

T, W

AS

H

IN

G

TO

N

N

EW

C

AS

TL

E

R O

AD

, B

U

TL

ER

T

O W

N

SH

IP

, B

U

TL

ER

C

O U

N

TY

, P

EN

N

SY

LV

AN

IA

PA

C

IF

IC

H

W Y

S, S

U

IT

E

PR

O

PO

SE

D V

A

BU

TL

ER

H

EA

LT

H

C

AR

E

AD

D

IT

IO

N

S

SP

EE

S D

ES

IG

N B

U

IL

D

G

EO

TE

C

H N

IC

AL

IN

VE

ST

IG

AT

IO

N

A P P E N D I X

Definition of Terms

Test Boring Logs

Infiltration Test Report

* percent core recovery VA BUTLER HEALTHCARE

GATEWAY PROJECT NO. C-18068-0005

B O R I N G 1

Ground Surface Elevation: 1281.4' Groundwater Elevation: None Encountered

DEPTH

(blows/foot)

DESCRIPTION AND REMARKS

0.0 0.3 - Topsoil

0.3 1.5 6 Brown sandy silty clay, organic silt, and rock fragments, trace of carbonaceous rock fragments -medium, moist (FILL)

3.0 - 4.5 6 Brown sandy silty clay, organic silt, and rock fragments, trace of roots - medium, moist

6.0 - 7.5 5 Brown-gray sandy clay, some rock fragments, slag, and cinders - medium, moist

9.0 - 10.5 19 No sample recovery

12.0 - 13.5 31 Gray and brown decomposed siltstone - extremely stiff, damp (RESIDUAL)

15.0 - 16.5 53 Gray and brown decomposed siltstone - extremely stiff, damp

18.0 - 19.5 70 Gray decomposed siltstone with carbonaceous seams - extremely stiff, damp

21.0 - 22.5 66 Gray decomposed silty claystone with carbonaceous seams - extremely stiff, damp

24.0 - 24.9 50/0.4' Gray decomposed silty claystone with carbonaceous seams - refusal, damp

24.9 - 27.4 NQ-2 core Gray silty claystone with carbonaceous seams -moderately to occasionally broken, soft to medium hard (100)* (BEDROCK)

27.4 - 29.9 '' Gray interbedded sandstone and siltstone, trace of angular joints - occasionally broken to massive, hard with medium hard seams (100)

(bottom of boring)

B O R I N G 2

Ground Surface Elevation: 1282.1' Groundwater Elevation: 1274'

0.0 0.4 - Topsoil

0.4 - 1.5 8 Brown silty clay, some organic silt, sand, and rock fragments, trace of slag - medium, damp

(FILL)

3.0 - 4.5 9 Brown silty clay, some sand and rock fragments, trace of brick fragments - stiff, moist

6.0 - 7.5 17 Brown-gray silty clay, trace of rock fragments -very stiff, damp (COLLUVIAL)

9.0 - 10.5 16 Brown and gray silty clay, some rock fragments and carbonaceous rock fragments - very stiff, moist

12.0 - 13.5 36 Gray decomposed shaley siltstone - extremely stiff, damp (RESIDUAL)

15.0 - 16.5 56 Gray decomposed siltstone - extremely stiff, damp

18.0 - 19.5 59 Gray decomposed siltstone with carbonaceous seams - extremely stiff, damp

21.0 - 22.0 44/0.5' Gray decomposed siltstone with carbonaceous seams, trace of decomposed bone coal - extremely stiff, damp

22.0 - 22.2 50/0.2' Gray decomposed siltstone with carbonaceous seams, trace of decomposed bone coal - refusal, damp

22.2 - 23.9 NQ-2 core Brown and gray claystone with carbonaceous seams - massive, soft (76)* (BEDROCK)

23.9 - 27.2 '' Gray silty claystone with carbonaceous seams, trace of vertical fractures and angular joints -extremely to moderately broken, soft to medium hard (88)

B O R I N G 4

Ground Surface Elevation: 1288' Groundwater Elevation: None Encountered

0.0 - 1.5 13 Brown clayey silt, some organic silt, trace of rock fragments, carbonaceous rock fragments, and sand

- stiff, damp (FILL)

3.0 - 4.5 11 Brown clayey silt, some rock fragments and organic silt - stiff, moist

6.0 - 7.5 6 Brown silty clay - medium, moist (COLLUVIAL)

9.0 - 10.5 20 Brown-gray decomposed clayey siltstone - very stiff, moist (RESIDUAL)

12.0 - 12.8 50/0.2' Brown-gray decomposed shaley siltstone -refusal, damp

12.8 - 13.0 Auger Brown shaley siltstone (BEDROCK)

13.0 - 15.5 NQ-2 core Brown clayey siltstone with trace of carbonaceous seams, some stains - extremely to moderately broken, soft to medium hard (96)*

15.5 - 18.0 '' Dark gray carbonaceous siltstone with clayey seams, some stains - moderately broken, medium hard with some soft seams (96)

Pre-Soak:

Hole Depth: 60 inches

Time Interval (min) Drop (in) Infiltration Rate (in/hr) Comments:

30 1.200 2.400 Tested Drill hole method

30 1.200 2.400

Infiltration Test:

Hole Depth: 60 inches

Time Interval (min) Drop (in) Infiltration Rate (in/hr) Comments:

30 1.200 2.400

30 1.200 2.400

30 1.200 2.400

2.400

Test Pit: TP-3 Other:

Bench Depth: 60 inches

Stabilized Rate (in/hr):

Bench Depth: 60 inches

Stabilized Rate (in/hr):

Project: 18068-0005 Date: 3/31/23

Name: VA Butler Time: 10:45 AM

Location: VA Campus Weather: 45 Cloudy