OCWRC_Walnut CAP1 EFSD 21 inch Sewer Abandonment_FKE Geotech Data Report_24-162_04-27-2025.pdf

GEOTECHNICAL DATA REPORT

Prepared for

WALNUT LAKE NO. 1 PUMP STATION

CORRECTIVE ACTION PLAN

21-INCH SEWER ABANDONMENT

April 27, 2025

FK Engineering Associates

Project Number: 24-162

Excellence in Infrastructure and

Underground Engineering

FK Engineering Associates April 27, 2025 https://d.docs.live.net/15eac901cc41a6bc/Desktop/Siphons Geotech/Data Report/OCWRC_21-inch Sewer Abandonment_FKE Data

GeoRpt_F.docx

Table of Contents

1.0 PROJECT BACKGROUND

2.0 GEOTECHNICAL INVESTIGATION

3.0 DATA PRESENTATION

4.0 SUBSURFACE CONDITIONS

4.1 Soil Conditions

4.2 Groundwater Conditions

5.0 LIMITATIONS

Appendix A: Geotechnical Investigation

Appendix B: Historical Information

Excellence in Infrastructure and Underground Engineering

30425 Stephenson Hwy

Madison Heights, MI 48071

Mr. Evans Bantios, P.E. April 27, 2025

Chief Engineer FKE Project No. 24-162

Oakland County Water Resources Commissioner

One Public Works Drive, Building 95W

Waterford, Michigan 48328

RE: Geotechnical Data Report

Walnut Lake Pump Station No. 1 Corrective Action Plan

21-inch Sewer Abandonment

Southfield, Oakland County, Michigan

Dear Mr. Bantios, In general accordance with our conversations, FK Engineering Associates (FKE) has prepared this Geotechnical Data Report for the proposed 21-inch Sewer Abandonment in Southfield, Oakland County, Michigan, as part of the overall Walnut Lake Pump Station No. 1 Corrective

Action Plan (CAP).

This report presents project background information, our field investigation activities, and summary of subsurface conditions encountered.

1.0 PROJECT BACKGROUND

We understand that Oakland County Water Resources Commissioner (OCWRC) is currently designing system improvements referred to as the Walnut Lake Pump Station No.1 CAP, which includes the abandonment of an existing 21-inch sanitary sewer (City of Southfield), and the corresponding construction of a new drop shaft connection over an existing 96-inch sanitary sewer (GLWA

Evergreen Farmington

Sanitary Drain) located within the Southfield

Freeway in Southfield, Oakland County, Michigan. The site location is shown in

Image 1.

The 21-inch sewer was rerouted by Michigan Department of Transportation as part of the recent

Southfield Freeway Reconstruction (plans dated 2010, attached in Appendix B). The approximate existing elevations of sewers and ground surface are provided in Table 1.

Table 1 – Existing Element Information

Element Elevation (ft)

Southfield Roadway 650

EFSD Invert 625

21-inch Invert 641.5

Historical subsurface information in the general vicinity is included in Appendix B. This information includes MDOT Westland Avenue Sanitary Sewer and Watermain Sheets (dated

July 23, 2010), and DWSD PC-637 Evergreen-Farmington Relief Outlet (dated April 1986), FKE was retained by the OCWRC to perform geotechnical investigation and design engineering services for this proposed abandonment.

2.0 GEOTECHNICAL INVESTIGATION

Fieldwork for the geotechnical investigation was performed on

February 10, 2025. The fieldwork consisted of drilling one test boring, designated as TB-301. TB-301 was advanced to 60 feet below existing site grade. The drilling setup is shown in

Image 2.

Prior to beginning the geotechnical investigation, clearances for underground utilities were obtained using the Michigan one-call utility locating center (MISS DIG).

The test boring was drilled by our drilling subcontractor using CME 75 truck-mounted drill rig with 3.25-inch inside diameter, continuous flight, hollow stem augers under fulltime observation by an FKE geotechnical engineer.

Image 1 - Drilling setup - facing east

Test boring samples were obtained using the Standard Penetration Test (SPT) method (ASTM

D1586) at 2½-foot intervals for the upper 10 feet, and then at 5-foot to 35 feet, where 2.5-foot sampling resumed to 50 feet. 5-foot sampling was performed from 50 to 60 feet (explored depth). The SPT method consists of driving a 2-inch outside diameter split-barrel sampler into the soil with a 140-pound weight falling freely for 30 inches. The sampler is generally driven three successive 6-inch increments, with the number of blows for each increment being recorded.

The number of blows required to advance the sampler the second and third 6-inch increments is termed the Standard Penetration Resistance (N) and is presented on the Log of Test Boring. As added information, the blow counts for each 6-inch increment are also presented on the Log of

Test Boring. All soil samples obtained with the split barrel sampler are designated with an “S” on the test boring log. Recovered split-spoon samples were sealed in jars and transported to our office for further classification and select laboratory testing.

Our engineer also recorded groundwater observations during and following the completion of drilling. The test boring was backfilled with grout until level with prevailing grade. Excess drilling spoils were left onsite as neatly as practical.

The approximate test boring location is shown on the attached Location Plan, Figure No. 1 in

Appendix A. Figure No.1 has been produced using Google Earth imagery. The specific information shown should be considered approximate and is intended for illustrative purposes only with respect to the general information overlain on the Google Earth imagery. The indicated location was not surveyed and is approximate. Also, the indicated ground surface elevations at the boring locations were determined from provided site survey information and are considered approximate.

3.0 DATA PRESENTATION

Data presented in the report attachments are organized as follows:

Appendix A: Geotechnical Investigation

− Figure No. 1: Test Boring Location Plan

− Figure No. 2: FKE Soil Classification System

− Figure No. 3: Log of Test Boring

− Figure No. 4: Tabulation of Laboratory Data

− Figure Nos. 5 through 10: Individual Laboratory Test Results

Appendix B: Historical Information

− MDOT Westland Avenue Sanitary Sewer and Watermain Sheets (dated July 23, 2010)

− DWSD PC-637 Evergreen-Farmington Relief Outlet (dated April 1986)

The FKE Soil Classification System that defines the nomenclature used to describe soil conditions on individual boring logs and throughout this data report is attached as Figure No. 2 in Appendix A. Soils are classified by the material fraction which has the greatest impact on the engineering behavior (i.e., soils that exhibit some range of plasticity, and that will exhibit cohesion in the field, are described with the primary descriptor “Clay,” with secondary and tertiary descriptors according to the percentage of material by weight). For example, a sample that is 20 percent clay and 80 percent silt may exhibit cohesion, and have some range of plasticity, and therefore is described as “Silty Clay.” As presented in the FKE Soil Classification

System, soils are described according to strength or density followed by color then by primary and secondary/tertiary components (i.e., soft gray silty clay or loose brown silty sand).

The stratification shown on the individual Log of Test Boring represents the subsurface conditions at the actual boring location. Variations may occur away from the boring.

Additionally, the stratigraphic lines represent the approximate boundary between soil types;

however, the transition may be more gradual than what is shown.

We have prepared the logs included with this data report based on field classification supplemented with laboratory testing where applicable. Geotechnical laboratory testing was performed in general accordance with:

− Standard Test Methods for Laboratory Determination of Water (Moisture) Content of

Soil and Rock by Mass (ASTM D2216)

− Standard Test Method for Particle-Size Distribution (Gradation) of Soils Using Sieve

Analysis (ASTM D6913)

− Standard Test Method for Particle-Size Distribution (Gradation) of Fine-Grained Soils

Using the Sedimentation (Hydrometer) Analysis (ASTM D7928)

− Standard Test Method for Unconfined Compressive Strength of Cohesive Soil (ASTM

D2166)

− Standard Test Methods for Laboratory Determination of Density and Unit Weight of Soil

Specimens (ASTM D7263)

Laboratory testing results may vary due to testing samples being disturbed during sample recovery and transportation. In addition to subsoil stratification, the Log of Test Boring presents groundwater observations, drilling and sampling information, and other relevant data.

4.0 SUBSURFACE CONDITIONS

The field investigation was performed within the greenbelt east of Southfield Road (El 668) approximately 16 feet above the freeway road surface (El 652).General conditions encountered are presented in the following subsections.

4.1 Soil Conditions

TB-301 indicates fill material consisting of loose sand with trace amounts of organic material and asphalt fragments extending from grade to about 4 feet (El 664). The fill is underlain by native loose sand extending to about 6 feet (El 662). Below 6 feet, very stiff to hard cohesive soil is present and extends to about 39 feet (629) with thin, intermittent stiff silty clay layers between about 23 feet to 28 feet (El 644 to 639). A medium compact sand layer is present from about 39 feet to 41 feet (El 629 to 627). Below 41 feet is stiff to very stiff silty clay that extends to the explored depth of 60 feet (El 608).

4.2 Groundwater Conditions

Groundwater-related observations generally made during our investigations include the following:

− The approximate depth when groundwater is encountered during drilling, and the measured depth to water after drilling (when possible). Groundwater was encountered in

TB-1 at 8.5 feet (El 660) and was not present upon completion of drilling.

− General soil layer color change from brown to gray: This color change is related to the oxidation of the soil minerals, which may be indicative of past (geologic) groundwater levels and/or level fluctuations. This is not necessarily indicative of the static/free groundwater levels at the time of drilling. This condition was encountered during this investigation at approximately 6.5 feet (El 662).

− Borehole cave depth following auger removal: In predominantly granular soil profiles, borehole cave depth may be indicative of the groundwater level at the time of drilling

(though comparison to observed groundwater levels at the time of drilling should also be considered). In predominantly soft cohesive soil profiles, borehole cave depth could be indicative of squeezing clay within the borehole (not necessarily an indicator of groundwater presence). This condition, if encountered, should be considered in concert with all other information contained on the test boring log. This condition was not experienced during this investigation due to grout backfill.

− Borehole heave during drilling: When encountered during hollow-stem auger drilling, heave indicates a hydraulic head difference between the surrounding soil and the interior of the drill stem. In Michigan, this is a common occurrence within predominantly granular soil profiles once the groundwater table is encountered, or when a soil profile transitions from predominantly cohesive to (saturated) granular soils (below the water table). Heaving is typically addressed by adding water into the augers to counter the hydraulic head difference, which precludes additional groundwater level readings during and following drilling. In most but not all cases, this approach is effective to counter heave. Heave was not experienced during this investigation at the test boring location.

Table 2 summarizes the groundwater related observations during this investigation.

Table 2 - Groundwater Observations

Boring No.

During Drilling

(ft, Elev.)

After Drilling

(ft, Elev.)

Heaving

(ft, Elev.)

Color Change

(ft, Elev)

TB-301 8.5(659.5) NE NE 6.5 (661.5)

1) NE – Not encountered

5.0 LIMITATIONS

This report was prepared for the Oakland County Water Resources Commissioner, The data presented in this report is intended for the specific use in the 21-inch Sewer Abandonment as part of the Walnut Lake No. 1 Pumpstation CAP Project in Southfield, Oakland County, Michigan. It was a pleasure providing geotechnical engineering services to you on this project. Should you have any questions or require additional information, please call.

Respectfully submitted, Peter F. Wenderski, P.E. Zachary F. Carr, P.E.

Project Engineer Project Manager

Attachments

JAG/PFW/YK/ZFC

Appendix A – Geotechnical Investigation

Walnut Lake No. 1 Pump Station CAP

Southfield, Michigan

30-Apr-24

10-Feb-25

24-162 Task 2 LP.dwg

1SOUTHFIELD, MICHIGAN

EFSD OUTLET SIPHON

OCWRC

AS NOTED

24-162

PFW

TPC

ZFC LOCATION PLANS:

\P ro je ct F ile s\

P ro je ct

F ile s\

-1

O C

W R

C E

FS

D

O ut le t S ip ho n\

LP

\T as k

LP

\2

4-

Ta sk

L P.

dw g

2/

/2

7:

P

M

0 50'

Madison Heights, MI

REV # DATE REVISION TITLE

DRAWING SCALE:

CREATED ON:

PLOT DATE:

FKE PROJECT No.:

DESIGNED BY:

DRAWN BY:

CHECKED BY:

CAD FILE NAME:

248.817.2946

FIGURE NO.

OCWRC - EFSD OUTLET SIPHON

21-INCH SEWER ABANDONMENT

SCALE: 1" = 50'

1 INCH = 50 FEET

N

B SO

U

TH

FIELD

FW

Y

TEST BORING DRILLED BY SCHMIDT

DRILLING UNDER FULLTIME OBSERVATION

BY FKE ON FEBRUARY 10, 2025.

8 MILE RD

(M-102)

SO

U

TH

FIELD

FW

Y

(M -39)

PROJECT

AREA

NORTHLAND PARK CT

TB-301

SB SO

U

TH

FIELD

FW

Y

WESTHAVEN DR

APPROX SHAFT LOCATION

SOIL CLASSIFICATION SYSTEM

1 of 1 Figure No. 2

SUMMARY OF SOIL NOMENCLATURE

Soils are to be classified by the fraction which has the greatest impact on the engineering behavior. Soils will be described according to a strength or density followed by color then by primary and secondary/tertiary components (i.e. soft gray silty clay or loose brown silty sand). United Soil

Classification System (USCS) descriptors (ASTM D2487) may also be used. Soils which exhibit unconfined shear strength will in most cases be described as cohesive soils regardless of their clay content whereas soils without unconfined strength will be described as cohesionless soils.

COHESIVE SOIL COHESIONLESS SOIL

Strength Unconfined Compressive Strength (psf) (Primary)

Pocket Penetrometer Test (tsf) (Primary)

SPT Value (N) (Secondary)

Density SPT Value (N)

Very Soft 0-500 0-0.25 0-2 Very Loose <4

Soft 500-1000 0.25-0.5 3-4 Loose 4-10

Medium 1000-2000 0. 5-1.0 5-8 Medium Compact 11-30

Stiff 2000-4000 1.0-2.0 9-15 Compact 31-50

Very Stiff 4000-8000 2.0-4.0 16-30 Very Compact >50

Hard 8000-16000 4.0-8.0 31-50

Very Hard >16000 >8.0 >50

MATERIAL SIZES AND IDENTIFIER GUIDE

Gravel 3/16 inches (No. 4 Sieve) to 3 inches Generally rounded rock particles

Coarse Sand 3/16 inches to 2 mm (No. 10 Sieve) Grains easily seen

Medium Sand 2 mm to 0.425 mm (No. 40 Sieve) Grains can be seen and felt

Fine Sand 0.425 mm to 0.075 mm (No. 200 Sieve) Grains can be felt

Silt 0.075 mm to 0.005 mm Easily cracks when rolled. Gritty feel. Dilatant.

Clay <0.005 mm Can be rolled. No particle size visible.

SECONDARY/TERTIARY SOIL COMPONENTS

Use secondary components when other than the primary soil appears in significant percentages. Generally the secondary component will compromise between 12 and 30 percent of the total soil weight. Tertiary components would be described as “little” and “trace” when the tertiary components are between 5 and 12 percent and less than 5 percent, respectively. The tertiary components would be inserted after the secondary and primary description (i.e. soft gray silty clay with little gravel and trace sand).

SAMPLE CODES

S Split Spoon Sample AU Auger Sample

LS Split Spoon Sample with Liner ST Shelby Tube Sample

BS Bag Sample P Piston Tube Sample

VS Vane Shear

This system is based on the USCS and MDOT’s Uniform Field Soil Classification System

S-1

S-2

S-3

S-4

S-5

S-6

S-7

S-8

13.3

13.6

122.5

120.1

9000*

9000*

8000*

12312**

3500*

664.5

661.8

644.5

639.5

638.0

3.5

6.3

23.5

28.5

30.0

FILL: Loose Dark Brown SAND with Little Clay and Trace Silt, Gravel, and Organic Material, and

Asphalt Fragments (petroleum odor)

Loose Brown SAND with Trace Silt

Very Stiff to Hard Gray SILTY CLAY with Trace Gravel

(occasional sand seams)

Stiff Gray SILTY CLAY with Trace Sand and Gravel

Hard Gray SILTY CLAY with Trace Sand and Gravel

Drilling Method:

Drilling Date: 2/10/2025

1) * - Denotes pocket penetrometer value.

2) ** - Denotes low strain value.

Borehole drilled using a CME-75 truck-mounted drill rig with 3-1/4" ID HSA to EOB.

Groundwater was encountered during drilling at approximately 8.5' and was not present upon completion of drilling.

Borehole backfilled with cement grout until level with prevailing grade. Figure No. 3

Water Level Observation:

Plugging Procedure:

Notes:

Total Depth: 60 FT

Inspector: T. Coonan

Driller: Matt Schmidt Contractor: Schmidt Drilling Co.

LO

G

O F

T E

S T

B O

R

IN

G

4-

T

A S

K

T E

S T

B O

R

IN

G .G

P J

/2

/2

SOIL SAMPLE DATA

Sheet 1 of 2

SAMPLE

TYPE/NO.

STD. PEN

RESIST.

(N)

REC

(in)

MOIST.

CONTENT

DRY

DENSITY

(pcf)

UNCONF.

COMP ST

(psf)

BLOWS /

6 inches

ORGANIC

CONTENT

LOG OF TEST BORING NO: TB-301

Project No: 24-162

FK Engineering Associates

Checked By: J.GRIFFINProject Location: Southfield, Michigan

Project Name: EFSD Outlet Siphon - 21" Sewer Abandonment

PRO-

FILE

ELEV.

(ft)

SUBSURFACE PROFILE

DEPTH

(ft)

GROUND SURFACE ELEVATION:

LO

G

O F

T E

S T

B O

R

IN

G

4-

T

A S

K

T E

S T

B O

R

IN

G .G

P J

/2

/2

S-9

S-10

S-11

S-12

S-13

S-14

S-15

S-16

S-17

12.7

12.6

13.5

13.6

121.0

122.4

119.6

4000*

4000*

5000*

2500*

3000*

2000*

628.5

627.0

608.0

39.5

41.0

60.0

Very Stiff Gray SILTY CLAY with Trace Sand and Gravel

Medium Compact Gray SAND with Little Silt and Trace Clay and Gravel

Stiff to Very Stiff Gray SILTY CLAY with Trace Sand and Gravel

(occasional sand seams)

END OF BORING

SOIL SAMPLE DATA

Sheet 2 of 2

SAMPLE

TYPE/NO.

STD. PEN

RESIST.

(N)

REC

(in)

MOIST.

CONTENT

DRY

DENSITY

(pcf)

UNCONF.

COMP ST

(psf)

BLOWS /

6 inches

ORGANIC

CONTENT

LOG OF TEST BORING NO: TB-301

Project No: 24-162

FK Engineering Associates

Checked By: J.GRIFFINProject Location: Southfield, Michigan

Project Name: EFSD Outlet Siphon - 21" Sewer Abandonment

PRO-

FILE

ELEV.

(ft)

SUBSURFACE PROFILE

DEPTH

(ft)

GROUND SURFACE ELEVATION:

LO

G

O F

T E

S T

B O

R

IN

G

4-

T

A S

K

T E

S T

B O

R

IN

G .G

P J

/2

/2

FK ENGINEERING ASSOCIATES PROJECT NO: 24-162

OCWRC EFSD Outlet Siphon - 21-inch Sewer Abandonment

Southfield, MI

C la y

S ilt

F in e S an d

M e d iu m S a n d

C o ar se

S a nd

G ra ve l

L iq u id

L im it

P la st ic

L im it

P la st ic ity In d e x

TB-301 S-6 20 648.0 12,312 11.5 13.3 122.5 - - - - - - - - - - -

TB-301 S-8 30 638.0 9,225 15.0 13.6 120.1 - - - - - - - - - - -

TB-301 S-10 37.5 630.5 6,715 15.0 12.7 121.0 - - - - - - - - - - -

TB-301 S-11 40 628.0 - - 12.6 - - 5.5 11.5 50.8 23.2 5.3 3.7 - - - - - -

TB-301 S-13 45 623.0 5,756 15.0 13.5 122.4 - - - - - - - - - - -

TB-301 S-15 50 618.0 4,697 15.0 13.6 119.6 - - - - - - - - - - --

U n co n fin e d C o m p re ss iv e

S tr e n gt h p sf

N a tu ra l W a te r

C o n te n t ( o f d ry w e ig h t)

TABULATION OF LABORATORY TEST DATA

E le va tio n o f S a m p le T ip

(f t)

D e pt h o f S a m p le

T ip ft)

S a m pl e N u m b e r

B o ri ng

T e st

P it

/ P ro b

D si g n a tio n

PARTICLE SIZE DISTRIBUTION (%)

ATTERBERG

LIMITS (%)

A p p ar e n t S p e ci fic G ra vi ty

A S

T M

D

O rg a n ic

M a tte r

U n ifi ed

S o il C la ss ifi ca tio n

P e rm ea b ili ty cm /s e c)

In -P la ce

D ry

D e n si ty

(l b s/ cu

.ft

F a ilu re

S tr a in

Figure No. 4

30425 Stephenson Hwy, Job No. 24-162 Date 2/18/2025

Sample No. TB-301 S-6 Tester JAG

Initial Height 3.0 in Wet Soil Weight 173.19 g

Initial Diameter 1.4 in Dry Soil Weight 152.87 g

Initial Area 1.6 in

Water Content 13.3 %

Initial Volume 4.8 in

Dry Density in pcf 122.5 pcf

Total

Strain

Stress

(psf)

0.1% 220

1.0% 1,818

2.0% 4,537

3.0% 6,508

4.0% 8,062

5.0% 9,281

6.0% 10,302

7.0% 11,087

8.0% 11,620

9.0% 11,905

10.0% 12,114

10.5% 12,214

11.0% 12,266

11.5% 12,312

Strain Rate

1% per min

Unconfined Compressive

Strength Test

10000

12000

14000

0% 3% 5% 8% 10%

S tr e ss p sf

Strain

Figure No. 5

Job No. 24-162 Date 2/18/2025

Sample No. TB-301 S-8 Tester JAG

Initial Height 3.0 in Wet Soil Weight 151.58 g

Initial Diameter 1.3 in Dry Soil Weight 133.4 g

Initial Area 1.4 in

Water Content 13.6 %

Initial Volume 4.2 in

Dry Density in pcf 120.1 pcf

Total

Strain

Stress

(psf)

0.1% -41

1.0% 758

2.0% 1,811

3.0% 2,803

4.0% 3,543

5.0% 4,231

6.0% 4,907

7.0% 5,522

8.0% 6,082

9.0% 6,574

10.0% 7,001

11.0% 7,344

12.0% 7,852

13.0% 8,335

14.0% 8,733

15.0% 9,225

Strain Rate

1% per min

Unconfined Compressive

Strength Test

10000

0% 3% 5% 8% 10% 13% 15%

S tr e ss p sf

Figure No. 6

Job No. 24-162 Date 2/18/2025

Sample No. TB-301 S-10 Tester JAG

Initial Height 3.0 in Wet Soil Weight 173.48 g

Initial Diameter 1.4 in Dry Soil Weight 153.89 g

Initial Area 1.6 in

Water Content 12.7 %

Initial Volume 4.8 in

Dry Density in pcf 121.0 pcf

Total

Strain

Stress

(psf)

0.1% -83

1.0% 737

2.0% 1,323

3.0% 1,967

4.0% 2,489

5.0% 2,928

6.0% 3,431

7.0% 3,970

8.0% 4,203

9.0% 4,726

10.0% 5,152

11.0% 5,644

12.0% 6,087

13.0% 6,477

14.0% 6,613

15.0% 6,715

Strain Rate

1% per min

Unconfined Compressive

Strength Test

0% 3% 5% 8% 10% 13% 15%

S tr e ss p sf

Figure No. 7

Sieve and Hydrometer Gradation Determination 30425 Stephenson Hwy.

Madison Heights, MI 48071

Job Number 24-162 Tester JAG Sample Number TB-301 S-11 Dry Density N/A

Date 2/18/2025 Water Content 12.6%

% Gravel (> No. 4) 3.7% Diameter % Passing % Coarse Sand (No. 4 to No. 10) 5.3% 4.75 96.3%

% Medium Sand (No. 10 to No. 40) 23.2% 2 91.0% % Fine Sand (No. 40 to No. 200) 50.8% 0.85 81.8%

% Silt (0.075 to 0.005 mm) 11.5% 0.425 67.8% % Clay (< 0.005 mm) 5.5% 0.25 49.3%

0.15 32.4%

D10 D30 D60 0.075 17.0%

0.0155 0.0534 0.1106 0.03390 9.6%

0.02168 9.1%

Cu CC 0.01750 8.0%

7.1 1.66 0.01290 7.4%

0.00930 6.3%

0.00659 6.3%

0.00333 4.7%

Gradation

0.0010.010.1110 0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

Grain Size, mm

P as si ng

Figure No. 8

Job No. 24-162 Date 2/18/2025

Sample No. TB-301 S-13 Tester JAG

Initial Height 3.2 in Wet Soil Weight 176.42 g

Initial Diameter 1.4 in Dry Soil Weight 155.47 g

Initial Area 1.5 in

Water Content 13.5 %

Initial Volume 4.8 in

Dry Density in pcf 122.4 pcf

Total

Strain

Stress

(psf)

0.1% 38

1.0% 283

2.0% 872

3.0% 1,546

4.0% 2,183

5.0% 2,785

6.0% 3,305

7.0% 3,735

8.0% 4,120

9.0% 4,453

10.0% 4,812

11.0% 5,100

12.0% 5,275

13.0% 5,449

14.0% 5,619

15.0% 5,756

Strain Rate

1% per min

Unconfined Compressive

Strength Test

0% 3% 5% 8% 10% 13% 15%

S tr e ss p sf

Figure No. 9

Job No. 24-162 Date 2/18/2025

Sample No. TB-301 S-15 Tester JAG

Initial Height 3.1 in Wet Soil Weight 185.34 g

Initial Diameter 1.5 in Dry Soil Weight 163.14 g

Initial Area 1.7 in

Water Content 13.6 %

Initial Volume 5.2 in

Dry Density in pcf 119.6 pcf

Total

Strain

Stress

(psf)

0.1% 3

1.0% 14

2.0% 970

3.0% 1,580

4.0% 2,115

5.0% 2,532

6.0% 2,874

7.0% 3,171

8.0% 3,423

9.0% 3,661

10.0% 3,878

11.0% 4,065

12.0% 4,224

13.0% 4,394

14.0% 4,528

15.0% 4,697

Strain Rate

1% per min

Unconfined Compressive

Strength Test

0% 3% 5% 8% 10% 13% 15%

S tr e ss p sf

Figure No. 10

Appendix B – Historical Information

Walnut Lake No. 1 Pump Station CAP

Southfield, Michigan