472-23129.KMM_Site Mechanical Underground - Woodland Correctional Facility_NFE Specs_10-9-26.pdf

NFE Engineers Woodland Corrections Utility Improvements

472/23129.KMM

DOCUMENT 00 3132 - GEOTECHNICAL DATA

1.1 GEOTECHNICAL DATA

A. This Document with its referenced attachments is part of the Procurement and Contracting Requirements for Project. They provide Owner's information for Bidders' convenience and are intended to supplement rather than serve in lieu of Bidders' own investigations. They are made available for Bidders' convenience and information. This Document and its attachments are not part of the Contract Documents.

B. Because subsurface conditions indicated by the soil borings are a sampling in relation to the entire construction area, and for other reasons, the Owner, the Engineer, the Engineer's consultants, and the firm reporting the subsurface conditions do not warranty the conditions below the depths of the borings or that the strata logged from the borings are necessarily typical of the entire site. Any party using the information described in the soil borings and geotechnical report shall accept full responsibility for its use.

C. Soil-boring data for Project, is available for viewing as appended to this Document.

D. A geotechnical investigation report for Project, prepared by, is available for viewing as appended to this Document.

1. The opinions expressed in this report are those of a geotechnical engineer and represent interpretations of subsoil conditions, tests, and results of analyses conducted by a geotechnical engineer. Owner is not responsible for interpretations or conclusions drawn from the data.

2. Any party using information described in the geotechnical report shall make additional test borings and conduct other exploratory operations that may be required to determine the character of subsurface materials that may be encountered.

END OF DOCUMENT 00 3132

REPORT OF THE

GEOTECHNICAL INVESTIGATION FOR

WOODLAND CENTER CORRECTIONAL – UTILITY PROGRAM

GREEN OAK TOWNSHIP

LIVINGSTON COUNTY

MICHIGAN

DECEMBER 1, 2023

Nowak & Fraus Engineers

46777 Woodward Avenue

Pontiac, Michigan 48342

Project No. 2023.1746

December 1, 2023

Nowak & Fraus Engineers

46777 Woodward Avenue

Pontiac, Michigan 48342

Attention: Mr. Steve Sutton, P.E.

Regarding: Woodland Center Correctional - Utility Program

Geotechnical Report

Green Oak Township, Livingston County, Michigan

Project No. 2023.1746

Dear Mr. Sutton:

Soils & Structures is pleased to present this geotechnical investigation report for the Woodland

Center Correctional - Utility Program project located at 8701 and 9036 East M-36 in Green Oak

Township, Livingston County, Michigan.

The investigation included twenty-eight (28) test borings extended to depths of 2.5, 10.0, and 20.0 feet. The test boring was conducted in accordance with ASTM D 1586 procedures.

The report, test boring location plan, and test boring logs are enclosed. The report provides recommendations for the proposed utility program.

We appreciate the opportunity to provide engineering services to Nowak & Fraus Engineers. If you have any questions regarding this report, please contact our office.

Sincerely, Soils & Structures, Inc. Reviewed by:

Vincent O. Oderah, P.E. Michael J. Partenio, P.E.

VOO/vo, Michael J. Partenio, P.E.

Table of Contents Location of Soil Investigation Purpose of Investigation Design Information Tests Performed Description of Soil Description of Groundwater Conditions Description of Site Recommendations

Site & Subgrade Preparation Trenchless Crossing Lateral Earth Pressure Excavations Fill Groundwater Management Quality Control Testing

General Conditions & Reliance

Appendix

Test Boring Location Plan

Test Boring Logs

General Soil Profile

Laboratory Tests

General Soil Information

Page 1 – Woodland Center Correctional – Utility Program

Project No. 2023.1746 – December 1, 2023

Location of Soil Investigation

The soil investigation was conducted at the site located at 8701 and 9036 East M-36 in Sections 30 and 31 of Green Oak Township, Livingston County, Michigan. The parcel numbers for the site are

4716-30-400-010 and 4716-31-200-001.

Purpose of Investigation

The purpose of this investigation is to provide geotechnical engineering recommendations for the proposed watermain installation.

Design Information

The project will consist of new 6.0 and 8.0-inch watermains at the Woodland Center Correctional and

Green Oaks Academy facilities. The watermain construction will include two trenchless crossings below

East M-36 in the areas of Test Boring Three through Test Boring Six. If the actual design is significantly different than assumed in this report, then Soils & Structures should be contacted so that the recommendations included in this report may be reviewed and revised if necessary.

Excavation will be required for construction of the watermain, and launching and receiving pits. At the time of this report, the maximum depth of excavation has not been determined but is anticipated to be approximately 10.0 feet below existing grade. Backfill will be required over the utilities. The amount of fill required over the utilities is anticipated to be less than 10.0 feet. Groundwater controls and dewatering may be necessary depending on the depth of excavation for construction of the watermains.

Tests Performed

The investigation included twenty-eight (28) test borings extended to depths of 2.5, 10.0, and 20.0 feet. The test borings are designated as Test Boring One (TB-01) through Test Boring Twenty-Eight

(TB-28). Test Boring Sixteen was terminated prior to reaching the planned depth of 10.0 feet due to auger refusal. The locations were determined by Nowak & Fraus Engineers. The locations were reviewed for accessibility and adjusted as necessary by Soils & Structures. The test borings were conducted in accordance with ASTM D 1586 procedures. The ASTM D 1586 standard describes the procedure for sampling and testing soil using the Standard Penetration Test. An automatic hammer was used to obtain the soil samples.

Page 2 – Woodland Center Correctional – Utility Program

The surface elevations at the test boring locations and additional points of reference were obtained with a Global Navigation Satellite System (GNSS) Receiver. The receiver was connected to the local MDOT CORS base station. Through this system, vertical measurements are obtained and referenced to the North American Vertical Datum (NAVD88). Horizontal measurements are also obtained at the test boring locations which are referenced to the Michigan State Plane

Coordinate System. Measurements of additional site-specific reference points were also obtained.

Both the vertical and horizontal measurements typically have an accuracy of approximately 0.5 inches. The measured test boring location and surface elevation can be found in Table 1.

Table 1: Measured Test Boring and Points of

Reference Locations and Surface Elevations

Test Boring / Location Elevation

(feet) Northing

(feet) Easting (feet)

Surface Cover

Test Boring One 904.9 344261.5 13282525.3 Topsoil

Test Boring Two 903.5 343995.2 13282825.4 Asphalt

Test Boring Three 902.3 343858.1 13283129.1 Gravel

Test Boring Four 902.9 343812.3 13283131.8 Topsoil

Test Boring Five 908.3 343908.1 13284119.9 Gravel

Test Boring Six 908.3 343873.6 13284122.4 Topsoil

Test Boring Seven 906.3 343297.8 13283096.0 Topsoil

Test Boring Eight 908.7 343368.6 13284099.7 Topsoil

Test Boring Nine 916.7 343464.0 13284900.5 Topsoil

Test Boring Ten 917.0 343327.3 13285378.0 Topsoil

Test Boring Eleven 912.4 343411.2 13285805.9 Asphalt

Test Boring Twelve 908.0 342911.4 13282556.2 Topsoil

Test Boring Thirteen 913.1 343084.7 13284477.0 Topsoil

Test Boring Fourteen 917.3 343122.7 13285279.0 Asphalt

Test Boring Fifteen 916.5 342903.4 13285532.8 Topsoil

Test Boring Sixteen 914.8 342484.5 13284586.2 Topsoil

Test Boring Seventeen 905.2 342410.3 13284267.5 Topsoil

Test Boring Eighteen 915.2 342406.6 13284961.6 Asphalt

Test Boring Nineteen 908.1 342155.3 13282620.1 Topsoil

Test Boring Twenty 907.8 342262.9 13283077.6 Topsoil

Test Boring Twenty-One 911.3 342076.9 13283754.4 Topsoil

Page 3 – Woodland Center Correctional – Utility Program

Table 1(cont.): Measured Test Boring and Points of

Reference Locations and Surface Elevations

Test Boring Twenty-Two 914.5 341976.5 13284379.2 Topsoil

Test Boring Twenty-Three 906.5 341698.6 13282741.5 Topsoil

Test Boring Twenty-Four 908.8 341824.7 13283282.5 Topsoil

Test Boring Twenty-Five 918.6 341566.1 13283978.2 Topsoil

Test Boring Twenty-Six 898.1 341584.7 13281212.4 Asphalt

Test Boring Twenty-Seven* 889.9 341726.6 13281696.3 Topsoil

Test Boring Twenty-Eight* 900.8 341773.5 13282383.4 Topsoil

Base Setup VRS1 970.6 372345.0 13287777.6 -

Base Setup VRS2 910.9 290465.0 13265910.3 -

*Note: GNSS data including elevation, northing, and easting may be inaccurate due to overhead signal obstruction

Soil samples were classified according to the Unified Soil Classification System. This method is a standardized system for classifying soil according to its engineering properties. Please refer to the appendix of this report for the Unified Classification System Chart. The classification is shown in the

“Material Description” column of the test boring logs.

The soil strength and the allowable soil bearing value were evaluated using the “N” value. The “N” value is the number of blows required to drive a soil sampler one foot with a standard 140-pound drop hammer. The sampler is driven a distance of 18.0 inches. The number of blows for each 6.0-inch increment is recorded. The sum of the second and third intervals is the “N” value. The number of blows for each 6.0-inch interval is shown on the test boring logs under the column labeled “Blow Counts”. The

“N” value for each sample is shown in the adjacent column.

Laboratory testing consisted of natural moisture content (ASTM D 2216), particle size (sieve) analysis

(ASTM D 6913), Atterberg limits (ASTM D 4318), and unconfined compression (ASTM D 2166). The tests were performed in accordance with the ASTM standards listed above. The tests were performed on representative soil samples. The moisture content documents the presence of groundwater in a soil sample. The sieve analysis determines the particle distribution which is used to classify the soil and estimate its properties. The Atterberg limit and unconfined compression testing aid in determining the properties of cohesive soils.

The U.S. Geological Survey Topographic map and the Quaternary Geology map of Michigan were reviewed. These maps provide general geological information about the region. Publicly available well log records were reviewed to determine the depth of bedrock.

Page 4 – Woodland Center Correctional – Utility Program

Description of Soil

The general soil profile consists of a layer of sand which extends to depths of 2.0 to 6.5 feet overlying a layer of clay with silt and sand pockets which extends to a depth of at least 20.0 feet. The soil profile is part of a medium-textured glacial till. A medium-textured glacial till is an unsorted sediment consisting of a mixture of soil types deposited by glacial meltwater

Topsoil is present at the surface of the majority of the test borings. The topsoil thickness ranges from

4.0 to 14.0 inches. The average topsoil thickness is 9.0 inches. Pavement is present at the surface in the areas of Test Boring Two, Test Boring Eleven, Test Boring Eighteen, and Test Boring Twenty-Six.

The pavement consists of 2.5 to 5.0 inches of asphalt overlying 4.0 to 20.0 inches of gravel base. A layer of gravel is present at the surface in the areas of Test Boring Three and Test Boring Five and extends to a depth of approximately 2.0 feet.

The sand layer consists of brown, fine to medium clayey sand and extends to depths of 2.0 to 6.5 feet.

In the areas of Test Boring Five and Test Boring Six, the sand layer extends to a depth of at least 20.0 feet. The sand layer near the surface is probably fill placed during the construction of the existing structures. The “N” values of the sand layer range from 5 to over 50, indicating the sand is in a slightly compact to extremely compact state. The “N” values correspond to an internal friction angle between

28 and 38 degrees.

The clay layer consists of brown and gray sandy clay with varying amounts of silt and gravel. The clay layer extends to a depth of at least 20.0 feet. The “N” values of the clay layer range from 6 to over 50, indicating the clay is in a firm to extremely stiff state. The majority of the clay layer is in a stiff to extremely stiff state. The undrained shear strength of the clay layer ranges from 2,560 to 6,060 pounds per square foot, indicating the clay is in a stiff to extremely stiff state. The internal friction angle of the clay is between 0 and 5 degrees.

Pockets of brown silt with varying amounts of clay and sand are present generally between depths of

6.5 and 10.0 feet throughout the site. The “N” values of the silt pockets range from 9 to 51, indicating the silt is in a stiff to extremely stiff state. The majority of the silt pockets are in a very stiff state. The internal friction angle of the silt is between 5 and 10 degrees.

Bedrock is present below a depth of approximately 90.0 feet. The bedrock consists primarily of bluish-gray to gray shale which is part of the Coldwater Shale Formation.

Page 5 – Woodland Center Correctional – Utility Program

Description of Groundwater Conditions

Groundwater was encountered at depths ranging from 4.0 to 17.0 feet. These depths correspond to elevations of 909.4 to 885.3 feet. Additionally, perched groundwater was encountered at shallower depths of 1.8 to 3.0 feet in Test Boring Eleven and Test Boring Seventeen, respectively. The static water elevation is anticipated to fluctuate based on seasonal precipitation. Long-term groundwater monitoring was not included as part of this investigation.

Description of Site

The site is located at 8701 and 9036 East M-36 in Green Oak Township, Livingston County, Michigan.

The site consists of the existing Woodland Center Correctional and Green Oak Academy facilities. The site is surrounded by wooded land, residential, and commercial properties. The surface elevation of the site ranges from 898.1 to 917.3 feet. Photographs #1 and #2 show the site conditions at the time of investigation.

Photograph #1: Location of Test Boring Seven. View is to the east. (Project No. 2023.1746, Green

Oak Township, Livingston County, Michigan, October 2023)

Page 6 – Woodland Center Correctional – Utility Program

Photograph #2: Location of Test Boring Four. View is to the east. (Project No. 2023.1746, Green Oak

Township, Livingston County, Michigan, October 2023)

Recommendations

Site & Subgrade Preparation

Trees and vegetation in the construction area should be cleared and removed as part of subgrade preparation. The topsoil should be removed to the extent that all soil with an organic content of 3.0 percent or greater is removed. Soil containing roots should be removed to the extent that the root content by volume is 5.0 percent or less. All roots over 0.5 inches in diameter should be removed. The amount of topsoil anticipated to be removed is 9.0 inches.

Excavation will be required for construction of the watermain. Excavations should extend at least 6.0 inches below the invert elevation of the watermain to allow for the placement of a sand or aggregate bedding layer. Excavated soil may be retained for use as fill in areas where drainage is not a consideration. Fill should be placed following the recommendations in the “Fill” section of this report.

The clay subgrade below the watermain should be inspected and tested with a pocket penetrometer before placing fill. Clay exhibiting a shear strength of less than 1500 pounds per square foot should be excavated to a minimum depth of 12.0 inches below the anticipated bottom of excavation and replaced with clean sand or aggregate meeting MDOT Class II or 6AA specifications, respectively.

Page 7 – Woodland Center Correctional – Utility Program

In-situ sand below the watermain should be compacted to 95.0 percent of the sand’s maximum density. A hoe-pack connected to an excavator may be used for compaction. Compaction tests should be performed to verify these levels of compaction. Soils not exceeding the minimum density should be recompacted.

Soil brought to the site for fill should be clean sand meeting MDOT Class II specifications. Fill should be placed in accordance with the “Fill” section of this report. The fill should be compacted to 95.0 percent of its maximum density, as determined by the modified proctor method per the ASTM D 1557 standard. The soil which will be used for fill should be kept free of topsoil and other organic materials.

Compaction tests are recommended to check the compaction of the new fill.

Trenchless Crossing

Two new trenchless crossings for the watermain will be constructed below East M-36 in the areas of

Test Boring Three through Test Boring Six. The soil profile in the areas of Test Boring Three and Test

Boring Four consists primarily of clay. The soil profile in the areas of Test Boring Five and Test Boring

Six consists primarily of clayey sand. The trenchless crossings are anticipated to utilize a jack-and-bore construction method. A jack-and-bore method consists of forming a bore by advancing an auger and a casing pipe simultaneously from a launching pit to a receiving pit. The casing pipe typically has greater diameter than the watermain. The auger removes the spoils inside of the casing pipe. The auger and the casing pipe are advanced through the soil by a hydraulic jack located in the launching pit. After the casing is fully installed, the watermain is installed inside the casing pipe. The annulus is then grouted to complete the installation.

Excavations to construct the launching and receiving pits are anticipated to be vertical excavations.

The excavations will require temporary shoring to control the size of excavation and minimize disturbance to the road. Temporary shoring methods such as trench boxes or sheet piling may be utilized.

The reaction capacity of the in-situ soil may be calculated using a soil density of 120 pounds per cubic foot and coefficients of earth pressure of 1.0 and 3.4 for the in-situ clay and sand, respectively. The equivalent fluid pressures are 120 and 360 pounds per cubic foot above the water table for the in-situ clay and sand, respectively. The effects of any surcharge, hydrostatic pressure or sloping backfill should also be included in the design. The temporary shoring should be designed by a licensed engineer and should take groundwater conditions into account.

Existing utility lines should be identified prior to trenchless installation. The trenchless installation contractor should establish the minimum clearances of the existing utilities as per MDOT requirements. Lubricating fluids may be utilized to facilitate the installation of the casing pipe. The lubricating fluids should be limited to a mixture of water, bentonite and MDOT approved polymers.

A guiding system should be used during the casing pipe installation.

Page 8 – Woodland Center Correctional – Utility Program

Spacers should be used to install and position the watermain within the casing pipe. The number and location of the spacers should be sufficient to maintain the elevation and alignment of the watermain while the annulus between the casing pipe and the drain is grouted. The grout strength should meet

MDOT requirements and should provide support at least as great as the surrounding soil.

A precondition survey of the area consisting of elevation readings and photos should be performed by the contractor prior to construction. If the pavement over the pipe settles more than 0.5 inches, the pavement should be releveled. The pavement should be releveled through the injection of high-density polymers, replacement of the pavement, or placement of an overlay. The leveling method should be selected by MDOT.

Lateral Earth Pressure

Clean sand meeting MDOT Class II specifications should be used as backfill around utilities. Lateral earth pressures should be designed using a soil density of 120 pounds per cubic foot, a coefficient of active earth pressure of 0.33, and a coefficient of at-rest earth pressure of 0.45 for level clean sand backfill. The effects of any surcharge, hydrostatic pressure or sloping backfill should also be included in the design. Coefficients of passive earth pressure of 1.0, 1.4, and 3.0 may be used for the in-situ clay, silt, and sand, respectively.

Excavations

The in-situ soils are a mixture of OSHA type “B” and “C” soils. Excavations that will be entered by personnel should be based on OSHA requirements for type “C” soil. Based on OSHA requirements, a maximum allowable side slope of 34 degrees (1.5H:1V) is recommended for excavations 4.0 to 20.0 feet deep. Excavations less than 4.0 feet deep may have vertical side slopes. For excavations adjacent to property lines, structures such as buildings and roads, or excavations over 15.0 feet deep retaining systems are recommended.

Temporary shoring methods such as trench boxes or sheet piles are recommended in areas where the OSHA required excavation slopes cannot be achieved. The temporary shoring should be designed by a licensed engineer and should take groundwater conditions into account.

Fill

Fill should be compacted to a density of 95.0 percent of its maximum density to its full depth. The maximum density should be determined in accordance with the ASTM D 1557 standard. A maximum thickness per layer of 6.0 inches is recommended for compaction. The lift thickness may be increased to 12.0 inches if a vibratory roller or loader is used for compaction. Compaction tests are recommended to confirm that the fill is compacted to the required density.

Page 9 – Woodland Center Correctional – Utility Program

Excavated sand may be used as fill in areas where drainage is not required. If the amount of fill required exceeds the amount of material available on site, additional material will have to be imported.

Soil brought to the site for structural fill should be sand meeting MDOT Class II requirements or ASTM requirements for an SP or SW which are the designations for clean sand.

Fill should not be placed over frozen ground, snow, or ice. Soil which contains frozen material should not be used as fill. During winter construction, removal of frozen ground may be necessary prior to placing fill.

Groundwater Management

Groundwater controls and dewatering may be necessary for the construction of the watermain if excavations encounter the water table or a significant quantity of perched water. Temporary well points and sumps may be used to control groundwater during construction. Dewatering in the launching and receiving pots will probably be required. A layer of open-graded stone placed over the bottom of excavation in conjunction with a sump should be sufficient to control water in excavations.

Sheet piling may be necessary to control the size of excavation and simplify dewatering efforts. The design should include a hydraulic analysis to check for quick conditions.

Quality Control Testing

Compaction tests are recommended to confirm that in-situ soil and backfill are compacted to the specified density. The tests should be performed in accordance with the ASTM D 6938 standard.

While fill is being placed, compaction tests should be performed at the rate of one test per 400 cubic yards of fill and throughout the depth of the fill with a minimum of five tests at each 1.0-foot elevation interval. Full time inspection is recommended while sand and fill are compacted in the construction area. The maximum density should be determined in accordance with ASTM D 1557 or ASTM D

4253 procedures.

The elevation of the surface should be monitored during the trenchless pipe installation. The monitoring should consist of elevation readings. The monitoring points should be located at the edge of pavement and at the center of the road. The monitoring points should be centered over the pipe and at points offset 50 feet on both sides of the centerline. At least two sets of elevation readings should be obtained prior to construction. Readings should be obtained on completion of the pipe installation.

A smooth 0.5 to 0.75-inch diameter rod should be used in conjunction with compaction tests to probe for loose areas in fill. A dynamic cone should not be substituted for compaction tests for evaluating fill.

Testing should be performed by technicians supervised by a registered geotechnical engineer.

Page 10 – Woodland Center Correctional – Utility Program

General Conditions & Reliance

The report was prepared in accordance with generally accepted practices of the geotechnical engineering profession. The scope of work consisted of performing twenty-eight (28) test borings and providing soil related recommendations for the design and construction of the proposed watermain installation. The scope of work did not include an environmental study or wetland determination.

The report and the associated test borings were prepared specifically for the previously described project and site. Soils & Structures should be consulted if a significant change in the scope of the project is made.

The test borings represent point information and may not have encountered all of the soil types and materials present on this site. This report does not constitute a guarantee of the soil or groundwater conditions or that the test borings are an exact representation of the soil or groundwater conditions at all points on this site.

The descriptions and recommendations contained in this report are based on an interpretation of the test borings and laboratory tests. The test borings should not be used independently of the report. If soil conditions are encountered which are significantly different from the test borings, Soils &

Structures should be consulted for additional recommendations.

The report and test borings may be relied upon by Nowak & Fraus Engineers for the design, construction, permitting, and financing associated with the Woodland Center Correctional - Utility

Program project located at 8701 and 9036 East M-36 in Green Oak Township, Livingston County, Michigan. The use of the report and test borings by third parties not associated with this project or for other sites has not been agreed upon by Soils & Structures. Soils & Structures does not recommend or consent to third party use or reliance of the report or test borings unless allowed to review the proposed use of these materials. Unless obtained in writing, consent to third party use should not be assumed. Third parties using the report or test boring logs do so at their own risk and are offered no guarantee or promise of indemnity.

Appendix

Test Boring Location Plan

Test Boring Logs

Laboratory Tests

General Soil Information

JOB NO.: 2023.1746 DATE: 11-03-2023

Soils & Structures, Inc.

6480 Grand Haven Road

Muskegon, Michigan 49441

Green Oak Township, Livingston County, Michigan

Woodland Center Correctional - Utility Program

Note: The background of the test boring plan is a portion of an aerial photograph from Google Earth.

TEST BORING LOCATION PLAN

NTS

VICINITY MAP (NTS)

TEST BORING ONE

TEST BORING TWO

TEST BORING THREE

TEST BORING FOUR

TEST BORING NINETEEN

TEST BORING FIVE

SITE

TEST BORING SIX

TEST BORING SEVEN

TEST BORING EIGHT

TEST BORING NINE

TB-11

TB-10

TEST BORING THIRTEEN

TEST BORING TWELVE

TEST BORING FOURTEEN

TEST BORING FIFTEEN

TEST BORING EIGHTEEN

TEST BORING SIXTEEN

TEST BORING SEVENTEEN

TEST BORING TWENTY-FIVE

TEST BORING TWENTY-TWO

TEST BORING TWENTY-ONE

TEST BORING TWENTY-FOUR

TB-23

TB-28

TB-26

TB-27

TB-20

Pr oj ec t I d:

.1

Ti tle

Se cƟ on li ne

Pr oj ec t T itl e:

W oo dl an d Co rr ec

Ɵo ns

U

Ɵl ity

P ro gr am

Ve rƟ ca l S ca le

1:

Lo ca

Ɵo n:

W hi te m or e

La ke

, M ic hi ga n H or izo nt al

S ca le

1:

Cl ie nt

N ow ak

F ra us E ng in ee rs

En gi ne er

Vi nc en t O de ra h, P.

E.

Le ge nd K ey To ps oi l

Po or ly G ra de d

SA

N D

Le an

C

LA

Y

C

LA

YE

Y

SA

N

D

Po or ly G ra de d

SA

N D w ith

C

LA

Y

SI

LT

N =1

N =1

N =1

N =1

TB-12

N =6

N =7

N =1

N =7

TB-07

N =1

N =2

N =2

N =5

TB-08

N =1

N =2

N =3

N =3

TB-13

G

EN

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A

L S

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IL

P R

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: T he t ab le is pr es en t at d ep th s of

.5 t o

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S A

N D co m pa ct e xt re m el y co m pa ct b ro w n fin e to m ed iu m

(S P

N t o ov er

S A

N D ex tr em el y co m pa ct b ro w n fin e to m ed iu m c la ye y w ith a t ra ce o f s ilt

(S C

N o ve r

C

LA

Y st iff t o ex tr em el y st iff b ro w n w ith s an d an d a tr ac e of s ilt (C

L) N t o ov er

C

LA

Y -v er y st iff b ro w n sa nd y w ith a t ra ce o f s ilt

(C L)

N t o

S A

N D

-s lig ht ly c om pa ct b ro w n fin e to m ed iu m w ith a t ra ce o f c la y an d si lt (S

P

N

5S

IL

T

- f ir m g ra y cl ay ey w ith a t ra ce o f s an d

(M L)

N

S A

N D co m pa ct b ro w n fin e to m ed iu m w ith c la y (S

P -S

C

N

C

LA

Y st iff b ro w n sa nd y w ith a tr ac e of s ilt

(C L)

N

De pt h

G ra ph ic

Material DescripƟon

TOPSOIL - brown sandy with a trace of gravel (5.0") SAND - dark brown Įne to medium clayey with a trace of gravel CLAY - very sƟī brown sandy with silt

SILT - very sƟī brown clayey with a trace of sand

SILT - very sƟī brown clayey with a trace of sand gravel and lenses of sand

Sa m pl e

Ty pe

N um be r

SPT-A

SPT-B

SPT-C

SPT-D

Re co ve ry

RQ

D

Bl ow

Co un ts

19-20-17

10-10-18

12-14-18

14-18-18 N

-V al ue

Po ck et P en

(t sf

Sh ea r S tr en gt h

(t sf

M oi st ur e

Co nt en t (

14.1

16.4

AƩerberg Limits

Li qu id Li m it

Pl as

Ɵc Li m it

Pl as

Ɵc ity

In de x U

SC

S

CL

CL

ML

ML

Borehole ID: TB-01 Sheet 1 of 1

Project Name: Woodland CorrecƟons - UƟlity Program Project Number: 2023.1746 Project LocaƟon: Whitemore Lake, Michigan Logged By: J Christopher Reviewed By: K Martella Client: Nowak & Fraus Engineers Survey Datum: NAD 1983 StatePlane Michigan South Hole Depth: 10.00 Date Started: Oct 04 2023 Completed: Oct 04 2023 Northing: 344261.5 EasƟng: 13282525.3 ElevaƟon: 904.87 Drilling Method: 3-1/4" Hollow Stem Auger Frost Depth Equipment: Diedrich D-50 Ground Water Levels Hammer Type: Manual Hammer At Time of Drilling 7.00' on Oct 04 2023 - Perched Water Encountered Notes: End of Drilling 9.00' on Oct 04 2023

Ann Arbor • Muskegon • Traverse City • Upper Peninsula

(800) 933-3959 h

G ra ph ic

Material DescripƟon

ASPHALT - (2.5")

GRAVEL - gray medium to coarse (3.5") SAND - brown Įne to medium CLAY - sƟī brown silty with a trace of sand

CLAY - very sƟī brown with a trace of silt and sand

CLAY - very sƟī brown with a trace of silt sand and gravel

CLAY - very sƟī gray sandy with a trace of silt

Sa m pl e

Ty pe

N um be r

SPT-A

SPT-B

SPT-C

SPT-D

Re co ve ry

RQ

D ts

6-7-7

12-13-17

9-13-12

6-9-33 N

-V al ue

Po ck et

Sh ea r S tr en gt h

(t sf

1.67

M oi st ur e Co nt en t (

10.6

9.9

AƩerberg Limits

Li qu id Li m it

Pl as

Ɵc Li m it

Pl as

Ɵc ity

In de x U

SC

S

CL

CL

CL

CL

Borehole ID: TB-02 Sheet 1 of 1

Project Name: Woodland CorrecƟons - UƟlity Program Project Number: 2023.1746 Project LocaƟon: Whitemore Lake, Michigan Logged By: J Christopher Reviewed By: K Martella Client: Nowak & Fraus Engineers Survey Datum: NAD 1983 StatePlane Michigan South Hole Depth: 10.00 Date Started: Oct 04 2023 Completed: Oct 04 2023 Northing: 343995.2 EasƟng: 13282825.4 ElevaƟon: 903.46 Drilling Method: 3-1/4" Hollow Stem Auger Frost Depth Equipment: Diedrich D-50 Ground Water Levels Hammer Type: Manual Hammer At Time of Drilling Oct 04 2023 - Water Not Encountered Notes:

Ann Arbor • Muskegon • Traverse City • Upper Peninsula h

G ra ph ic

Material DescripƟon

GRAVEL - brown Įne to coarse with cobbles

CLAY - sƟī brown sandy

CLAY - Įrm brown silty with a trace of sand

CLAY - sƟī brown with sand and a trace of silt and gravel

CLAY - very sƟī brown with a trace of silt and sand

CLAY - sƟī gray sandy with a trace of silt

SAND - very compact gray Įne to coarse clayey with a trace of silt

CLAY - sƟī gray sandy with a trace of silt

Sa m pl e

Ty pe

N um be r

SPT-A

SPT-B

SPT-C

SPT-D

SPT-D

SPT-E

SPT-F

SPT-G

SPT-H

Re co ve ry

RQ

D ts

5-5-7

6-5-4

3-3-3

6-9-11

10-13-16

6-7-9

9-9-12

6-8-8

N -V al ue

WO

H

Po ck et

Sh ea r S tr en gt h

(t sf

2.76

M oi st ur e Co nt en t (

14.3

14.5

23.6

11.0

9.8

8.9

AƩerberg Limits

Li qu id Li m it

Pl as

Ɵc Li m it

Pl as

Ɵc ity

In de x

U

SC

S

CL

CL

CL

CL

CL

CL

CL

SC

SC

Borehole ID: TB-03 Sheet 1 of 1

Project Name: Woodland CorrecƟons - UƟlity Program Project Number: 2023.1746 Project LocaƟon: Whitemore Lake, Michigan Logged By: J Christopher Reviewed By: K Martella Client: Nowak & Fraus Engineers Survey Datum: NAD 1983 StatePlane Michigan South Hole Depth: 20.00 Date Started: Oct 03 2023 Completed: Oct 03 2023 Northing: 343858.1 EasƟng: 13283129.1 ElevaƟon: 902.35 Drilling Method: 3-1/4" Hollow Stem Auger Frost Depth Equipment: Diedrich D-50 Ground Water Levels Hammer Type: Manual Hammer At Time of Drilling 17.00' on Oct 03 2023 Notes:

Ann Arbor • Muskegon • Traverse City • Upper Peninsula h

G ra ph ic

Material DescripƟon

TOPSOIL - dark brown sandy (4.0") SAND - dark brown Įne to coarse with a trace of clay and gravel CLAY - sƟī brown sandy

SAND - compact brown Įne to medium clayey gravelly

CLAY - Įrm brown silty with a trace of sand

SAND - slightly compact brown Įne clayey

CLAY - sƟī brown with sand and a trace of silt and gravel

CLAY - very sƟī brown with sand

CLAY - very sƟī gray sandy gravelly with a trace of silt

CLAY - sƟī gray sandy with a trace of gravel

Sa m pl e

Ty pe

N um be r

SPT-A

SPT-B

SPT-C

SPT-D

SPT-E

SPT-F

SPT-G

SPT-H

Re co ve ry

RQ

D ts

4-4-4

6-10-4

3-4-3

6-7-10

12-22-23

9-10-15

10-7-9

7-9-9

N -V al ue

Po ck et

Sh ea r S tr en gt h

(t sf

1.28

M oi st ur e Co nt en t (

14.4

21.0

6.4

8.7

8.2

AƩerberg Limits

Li qu id Li m it

Pl as

Ɵc Li m it

Pl as

Ɵc ity

In de x U

SC

S

CL

SC

CL

CL

CL

CL

CL

CL

Borehole ID: TB-04 Sheet 1 of 1

Project Name: Woodland CorrecƟons - UƟlity Program Project Number: 2023.1746 Project LocaƟon: Whitemore Lake, Michigan Logged By: J Christopher Reviewed By: K Martella Client: Nowak & Fraus Engineers Survey Datum: NAD 1983 StatePlane Michigan South Hole Depth: 20.00 Date Started: Oct 03 2023 Completed: Oct 03 2023 Northing: 343812.3 EasƟng: 13283131.8 ElevaƟon: 902.88 Drilling Method: 3-1/4" Hollow Stem Auger Frost Depth Equipment: Diedrich D-50 Ground Water Levels Hammer Type: Manual Hammer At Time of Drilling Oct 03 2023 - Water Not Encountered Notes:

Ann Arbor • Muskegon • Traverse City • Upper Peninsula h

G ra ph ic

Material DescripƟon

GRAVEL - brown Įne to coarse (3.0") SAND - brown Įne to medium gravelly

SAND - slightly compact brown Įne to medium clayey with a trace of gravel

SAND - compact brown Įne to medium clayey

SAND - compact brown Įne to medium

SAND - very compact brown Įne to medium clayey SAND - compact brown Įne silty with a trace of gravel

SAND - compact brown Įne to coarse with a trace of clay and gravel

SAND - very compact brown Įne to medium

SAND - very compact brown Įne to coarse with a trace of clay and gravel

Sa m pl e

Ty pe

N um be r

SPT-A

SPT-B

SPT-C

SPT-D

SPT-E

SPT-F

SPT-G

SPT-H

Re co ve ry

RQ

D ts

3-2-3

3-5-9

8-9-9

6-9-12

6-9-9

7-6-7

10-15-15

20-22-23

N -V al ue

Po ck et

Sh ea r S tr en gt h

(t sf

M oi st ur e

Co nt en t (

9.2

13.3

5.4

AƩerberg Limits

Li qu id Li m it

Pl as

Ɵc Li m it

Pl as

Ɵc ity

In de x U

SC

S

SC

SC

SC

SP

SM

SP

SP

SP

Borehole ID: TB-05 Sheet 1 of 1

Project Name: Woodland CorrecƟons - UƟlity Program Project Number: 2023.1746 Project LocaƟon: Whitemore Lake, Michigan Logged By: J Christopher Reviewed By: K Martella Client: Nowak & Fraus Engineers Survey Datum: NAD 1983 StatePlane Michigan South Hole Depth: 20.00 Date Started: Oct 03 2023 Completed: Oct 03 2023 Northing: 343908.1 EasƟng: 13284119.9 ElevaƟon: 908.27 Drilling Method: 3-1/4" Hollow Stem Auger Frost Depth Equipment: Diedrich D-50 Ground Water Levels Hammer Type: Manual Hammer At Time of Drilling 10.00' on Oct 03 2023 Notes:

Ann Arbor • Muskegon • Traverse City • Upper Peninsula h

G ra ph ic

Material DescripƟon

TOPSOIL - dark brown sandy (7.0") SAND - brown Įne to coarse gravelly

SAND - compact brown Įne clayey

SAND - very compact brown Įne to medium clayey with a trace of gravel

SAND - very compact brown Įne to medium

SAND - very compact brown Įne to coarse

SAND - compact brown Įne to coarse with a trace of clay

Sa m pl e

Ty pe

N um be r

SPT-A

SPT-B

SPT-C

SPT-D

SPT-E

SPT-F

SPT-G

SPT-H

Re co ve ry

RQ

D ts

4-4-4

10-15-21

23-40

24-24-25

15-14-14

11-12-14

12-12-11

8-8-11

N -V al ue

Po ck et

Sh ea r S tr en gt h

(t sf

M oi st ur e

Co nt en t (

15.8

7.1

6.1

4.7

14.4

AƩerberg Limits

Li qu id Li m it

Pl as

Ɵc Li m it

Pl as

Ɵc ity

In de x U

SC

S

SC

SC

SC

SC

SP

SP

SP

SP

Borehole ID: TB-06 Sheet 1 of 1

Project Name: Woodland CorrecƟons - UƟlity Program Project Number: 2023.1746 Project LocaƟon: Whitemore Lake, Michigan Logged By: J Christopher Reviewed By: K Martella Client: Nowak & Fraus Engineers Survey Datum: NAD 1983 StatePlane Michigan South Hole Depth: 20.00 Date Started: Oct 03 2023 Completed: Oct 03 2023 Northing: 343873.6 EasƟng: 13284122.4 ElevaƟon: 908.33 Drilling Method: 3-1/4" Hollow Stem Auger Frost Depth Equipment: Diedrich D-50 Ground Water Levels Hammer Type: Manual Hammer At Time of Drilling 17.00' on Oct 03 2023 Notes:

Ann Arbor • Muskegon • Traverse City • Upper Peninsula h

G ra ph ic

Material DescripƟon

TOPSOIL - dark brown sandy with a trace of clay and gravel (8.0") SAND - brown Įne to medium clayey with a trace of silt SAND - extremely compact brown Įne to medium

CLAY - extremely sƟī brown with a trace of silt and sand

CLAY - extremely sƟī brown with sand and a trace of silt

Sa m pl e

Ty pe

N um be r

SPT-A

SPT-B

SPT-C

SPT-D

Re co ve ry

RQ

D ts

32-39-29

30-34-39

50/0.42'

32-40-32 N

-V al ue

50/5

Po ck et

Sh ea r S tr en gt h

(t sf

M oi st ur e

Co nt en t (

10.4

12.6

12.1

AƩerberg Limits

Li qu id Li m it

Pl as

Ɵc Li m it

Pl as

Ɵc ity

In de x U

SC

S

SP

SP

CL

CL

Borehole ID: TB-07 Sheet 1 of 1

Project Name: Woodland CorrecƟons - UƟlity Program Project Number: 2023.1746 Project LocaƟon: Whitemore Lake, Michigan Logged By: J Christopher Reviewed By: K Martella Client: Nowak & Fraus Engineers Survey Datum: NAD 1983 StatePlane Michigan South Hole Depth: 10.00 Date Started: Oct 11 2023 Completed: Oct 11 2023 Northing: 343297.8 EasƟng: 13283096.0 ElevaƟon: 906.29 Drilling Method: 3-1/4" Hollow Stem Auger Frost Depth Equipment: Diedrich D-50 Ground Water Levels Hammer Type: Manual Hammer At Time of Drilling 4.50' on Oct 11 2023 - Perched Water Encountered Notes:

Ann Arbor • Muskegon • Traverse City • Upper Peninsula h

G ra ph ic

Material DescripƟon

TOPSOIL - brown sandy (4.0") SAND - brown Įne to coarse with a trace of gravel CLAY - sƟī brown sandy with silt

CLAY - very sƟī brown sandy with silt and a trace of gravel

CLAY - very sƟī brown sandy with a trace of silt

SILT - Įrm gray clayey with a trace of sand SAND - slightly compact brown Įne to medium with a trace of clay and silt

Sa m pl e

Ty pe

N um be r

SPT-A

SPT-B

SPT-C

SPT-D

Re co ve ry

RQ

D ts

6-7-8

8-9-12

9-12-14

7-2-3 N

-V al ue

Po ck et

Sh ea r S tr en gt h

(t sf

3.03

M oi st ur e Co nt en t (

12.9

12.3

16.4

AƩerberg Limits

Li qu id Li m it

Pl as

Ɵc Li m it

Pl as

Ɵc ity

In de x U

SC

S

CL

CL

CL

ML

Borehole ID: TB-08 Sheet 1 of 1

Project Name: Woodland CorrecƟons - UƟlity Program Project Number: 2023.1746 Project LocaƟon: Whitemore Lake, Michigan Logged By: J Christopher Reviewed By: K Martella Client: Nowak & Fraus Engineers Survey Datum: NAD 1983 StatePlane Michigan South Hole Depth: 10.00 Date Started: Oct 05 2023 Completed: Oct 05 2023 Northing: 343368.6 EasƟng: 13284099.7 ElevaƟon: 908.66 Drilling Method: 3-1/4" Hollow Stem Auger Frost Depth Equipment: Diedrich D-50 Ground Water Levels Hammer Type: Manual Hammer At Time of Drilling 9.00' on Oct 05 2023 Notes:

Ann Arbor • Muskegon • Traverse City • Upper Peninsula h

G ra ph ic

Material DescripƟon

SAND - brown Įne to coarse gravelly SAND - dark brown Įne to coarse with a trace of gravel CLAY - sƟī brown sandy with a trace of silt

CLAY - very sƟī brown with a trace of silt and sand

CLAY - extremely sƟī brown with sand and a trace of gravel

Sa m pl e

Ty pe

N um be r

SPT-A

SPT-B

SPT-C

SPT-D

Re co ve ry

RQ

D ts

7-9-8

9-12-13

9-10-13

10-22-32 N

-V al ue

Po ck et

Sh ea r S tr en gt h

(t sf

M oi st ur e

Co nt en t (

16.6

10.8

AƩerberg Limits

Li qu id Li m it

Pl as

Ɵc Li m it

Pl as

Ɵc ity

In de x U

SC

S

CL

CL

CL

CL

Borehole ID: TB-09 Sheet 1 of 1

Project Name: Woodland CorrecƟons - UƟlity Program Project Number: 2023.1746 Project LocaƟon: Whitemore Lake, Michigan Logged By: J Christopher Reviewed By: K Martella Client: Nowak & Fraus Engineers Survey Datum: NAD 1983 StatePlane Michigan South Hole Depth: 10.00 Date Started: Oct 05 2023 Completed: Oct 05 2023 Northing: 343464.0 EasƟng: 13284900.5 ElevaƟon: 916.71 Drilling Method: 3-1/4" Hollow Stem Auger Frost Depth Equipment: Diedrich D-50 Ground Water Levels Hammer Type: Manual Hammer At Time of Drilling Oct 05 2023 - Water Not Encountered Notes:

Ann Arbor • Muskegon • Traverse City • Upper Peninsula h

G ra ph ic

Material DescripƟon

TOPSOIL - dark brown sandy with a trace of silt (11.0") SAND- very compact brown clayey gravelly

SAND - very compact brown Įne to coarse with gravel CLAY - very sƟī brown with silt and a trace of sand

CLAY - very sƟī brown with a trace of silt sand and gravel

Sa m pl e

Ty pe

N um be r

SPT-A

SPT-B

SPT-C

SPT-D

Re co ve ry

RQ

D ts

8-10-12

8-12-13

7-11-14

12-20-29 N

-V al ue

Po ck et

Sh ea r S tr en gt h

(t sf

2.36

M oi st ur e Co nt en t (

7.1

12.8

AƩerberg Limits

Li qu id Li m it

Pl as

Ɵc Li m it

Pl as

Ɵc ity

In de x U

SC

S

SC

CL

CL

CL

Borehole ID: TB-10 Sheet 1 of 1

Project Name: Woodland CorrecƟons - UƟlity Program Project Number: 2023.1746 Project LocaƟon: Whitemore Lake, Michigan Logged By: J Christopher Reviewed By: K Martella Client: Nowak & Fraus Engineers Survey Datum: NAD 1983 StatePlane Michigan South Hole Depth: 10.00 Date Started: Oct 13 2023 Completed: Oct 13 2023 Northing: 343327.3 EasƟng: 13285378.0 ElevaƟon: 917.04 Drilling Method: 3-1/4" Hollow Stem Auger Frost Depth Equipment: Diedrich D-50 Ground Water Levels Hammer Type: Manual Hammer At Time of Drilling Oct 13 2023 - Water Not Encountered Notes:

Ann Arbor • Muskegon • Traverse City • Upper Peninsula h

G ra ph ic

Material DescripƟon

ASPHALT - (4.0")

GRAVEL - gray Įne to coarse sandy (20.0")

SILT - very sƟī brown with a trace of clay and sand

CLAY - very sƟī brown with gravel and a trace of silt and sand

Sa m pl e

Ty pe

N um be r

SPT-A

SPT-B

SPT-C

SPT-D

Re co ve ry

RQ

D ts

7-11-13

8-10-12

32-16-15

10-18-18 N

-V al ue

Po ck et

Sh ea r S tr en gt h

(t sf

1.57

M oi st ur e Co nt en t (

11.6

11.2

AƩerberg Limits

Li qu id Li m it

Pl as

Ɵc Li m it

Pl as

Ɵc ity

In de x

U

SC

S

ML

ML

CL

CL

Borehole ID: TB-11 Sheet 1 of 1

Project Name: Woodland CorrecƟons - UƟlity Program Project Number: 2023.1746 Project LocaƟon: Whitemore Lake, Michigan Logged By: J Christopher Reviewed By: K Martella Client: Nowak & Fraus Engineers Survey Datum: NAD 1983 StatePlane Michigan South Hole Depth: 10.00 Date Started: Oct 12 2023 Completed: Oct 12 2023 Northing: 343411.2 EasƟng: 13285805.9 ElevaƟon: 912.35 Drilling Method: 3-1/4" Hollow Stem Auger Frost Depth Equipment: Diedrich D-50 Ground Water Levels Hammer Type: Manual Hammer At Time of Drilling 1.80' on Oct 12 2023 - Perched Water Encountered Notes:

Ann Arbor • Muskegon • Traverse City • Upper Peninsula h

G ra ph ic

Material DescripƟon

TOPSOIL - dark brown clayey sandy with a trace of gravel (14.0") SAND - brown Įne to medium CLAY - sƟī brown sandy with a trace of silt

SAND - compact brown Įne to medium with clay CLAY - sƟī brown with a trace of silt and sand

CLAY - sƟī gray with a trace of silt and sand

Sa m pl e

Ty pe

N um be r

SPT-A

SPT-B

SPT-C

SPT-D

Re co ve ry

RQ

D ts

5-6-6

3-5-5

3-4-8

5-6-9 N

-V al ue

Po ck et

Sh ea r S tr en gt h

(t sf

M oi st ur e

Co nt en t (

10.2

11.7

AƩerberg Limits

Li qu id Li m it

Pl as

Ɵc Li m it

Pl as

Ɵc ity

In de x U

SC

S

CL

SP-

SC

CL

CL

Borehole ID: TB-12 Sheet 1 of 1

Project Name: Woodland CorrecƟons - UƟlity Program Project Number: 2023.1746 Project LocaƟon: Whitemore Lake, Michigan Logged By: J Christopher Reviewed By: K Martella Client: Nowak & Fraus Engineers Survey Datum: NAD 1983 StatePlane Michigan South Hole Depth: 10.00 Date Started: Oct 11 2023 Completed: Oct 11 2023 Northing: 342911.4 EasƟng: 13282556.2 ElevaƟon: 907.97 Drilling Method: 3-1/4" Hollow Stem Auger Frost Depth Equipment: Diedrich D-50 Ground Water Levels Hammer Type: Manual Hammer At Time of Drilling 4.00' on Oct 11 2023 Notes:

Ann Arbor • Muskegon • Traverse City • Upper Peninsula h

G ra ph ic

Material DescripƟon

TOPSOIL - dark brown sandy with a trace of clay (7.0") SAND - brown Įne to coarse gravelly with a trace of clay CLAY - sƟī brown sandy with a trace of silt and gravel CLAY - very sƟī brown with a trace of silt and sand

CLAY - very sƟī brown with sand gravel and a trace of silt

CLAY - very sƟī brown with a trace of silt and sand

Sa m pl e

Ty pe

N um be r

SPT-A

SPT-B

SPT-C

SPT-D

Re co ve ry

RQ

D ts

6-8-10

8-11-14

6-12-18

12-16-20 N

-V al ue

Po ck et

Sh ea r S tr en gt h

(t sf

2.32

M oi st ur e Co nt en t (

11.4

13.9

AƩerberg Limits

Li qu id Li m it

Pl as

Ɵc Li m it

Pl as

Ɵc ity

In de x U

SC

S

CL

CL

CL

CL

Borehole ID: TB-13 Sheet 1 of 1

Project Name: Woodland CorrecƟons - UƟlity Program Project Number: 2023.1746 Project LocaƟon: Whitemore Lake, Michigan Logged By: J Christopher Reviewed By: K Martella Client: Nowak & Fraus Engineers Survey Datum: NAD 1983 StatePlane Michigan South Hole Depth: 10.00 Date Started: Oct 12 2023 Completed: Oct 12 2023 Northing: 343084.7 EasƟng: 13284477.0 ElevaƟon: 913.12 Drilling Method: 3-1/4" Hollow Stem Auger Frost Depth Equipment: Diedrich D-50 Ground Water Levels Hammer Type: Manual Hammer At Time of Drilling Oct 12 2023 - Water Not Encountered Notes:

Ann Arbor • Muskegon • Traverse City • Upper Peninsula h

G ra ph ic

Material DescripƟon

ASPHALT - (4.0")

GRAVEL - gray Įne to coarse sandy (16.0") SAND - compact brown Įne CLAY - sƟī brown with a trace of silt and sand

CLAY - very sƟī brown with a trace of silt and sand

CLAY - very sƟī brown with a trace of silt sand and gravel

CLAY - very sƟī brown with a trace of silt and sand

Sa m pl e

Ty pe

N um be r

SPT-A

SPT-B

SPT-C

SPT-D

Re co ve ry

RQ

D ts

5-6-10

13-14-15

8-12-15

13-19-23 N

-V al ue

Po ck et

Sh ea r S tr en gt h

(t sf

M oi st ur e

Co nt en t (

12.9

12.3

AƩerberg Limits

Li qu id Li m it

Pl as

Ɵc Li m it

Pl as

Ɵc ity

In de x U

SC

S

SP

CL

CL

CL

Borehole ID: TB-14 Sheet 1 of 1

Project Name: Woodland CorrecƟons - UƟlity Program Project Number: 2023.1746 Project LocaƟon: Whitemore Lake, Michigan Logged By: J Christopher Reviewed By: K Martella Client: Nowak & Fraus Engineers Survey Datum: NAD 1983 StatePlane Michigan South Hole Depth: 10.00 Date Started: Oct 13 2023 Completed: Oct 13 2023 Northing: 343122.7 EasƟng: 13285279.0 ElevaƟon: 917.25 Drilling Method: 3-1/4" Hollow Stem Auger Frost Depth Equipment: Diedrich D-50 Ground Water Levels Hammer Type: Manual Hammer At Time of Drilling Oct 13 2023 - Water Not Encountered Notes:

Ann Arbor • Muskegon • Traverse City • Upper Peninsula h

G ra ph ic

Material DescripƟon

GRAVEL - gray Įne to coarse with a trace of clay and sand (12.0") CLAY - brown silty sandy CLAY - very sƟī brown sandy with a trace of silt CLAY - sƟī brown sandy with silt

CLAY - very sƟī brown sandy with a trace of silt gravel and lenses of sand

CLAY - very sƟī brown with a trace of silt and sand

Sa m pl e

Ty pe

N um be r

SPT-A

SPT-B

SPT-C

SPT-D

Re co ve ry

RQ

D ts

10-11-13

9-10-9

20-21-17

12-13-18 N

-V al ue

Po ck et

Sh ea r S tr en gt h

(t sf

M oi st ur e

Co nt en t (

11.4

18.5

12.4

AƩerberg Limits

Li qu id Li m it

Pl as

Ɵc Li m it

Pl as

Ɵc ity

In de x U

SC

S

CL

CL

CL

CL

Borehole ID: TB-15 Sheet 1 of 1

Project Name: Woodland CorrecƟons - UƟlity Program Project Number: 2023.1746 Project LocaƟon: Whitemore Lake, Michigan Logged By: J Christopher Reviewed By: K Martella Client: Nowak & Fraus Engineers Survey Datum: NAD 1983 StatePlane Michigan South Hole Depth: 10.00 Date Started: Oct 12 2023 Completed: Oct 12 2023 Northing: 342903.4 EasƟng: 13285532.8 ElevaƟon: 916.50 Drilling Method: 3-1/4" Hollow Stem Auger Frost Depth Equipment: Diedrich D-50 Ground Water Levels Hammer Type: Manual Hammer At Time of Drilling 7.00' on Oct 12 2023 - Perched Water Encountered Notes:

Ann Arbor • Muskegon • Traverse City • Upper Peninsula h

G ra ph ic

Material DescripƟon

TOPSOIL - dark brown clayey sandy with a trace of silt (10.0") CLAY - extremely sƟī brown sandy with a trace of silt

Sa m pl e

Ty pe

N um be r

SPT-A

Re co ve ry

RQ

D ts

50/0.46'

N -V al ue

50/6

Po ck et

Sh ea r S tr en gt h

(t sf

M oi st ur e

Co nt en t (

9.9

AƩerberg Limits

Li qu id Li m it

Pl as

Ɵc Li m it

Pl as

Ɵc ity

In de x U

SC

S

CL

Borehole ID: TB-16 Sheet 1 of 1

Project Name: Woodland CorrecƟons - UƟlity Program Project Number: 2023.1746 Project LocaƟon: Whitemore Lake, Michigan Logged By: J Christopher Reviewed By: K Martella Client: Nowak & Fraus Engineers Survey Datum: NAD 1983 StatePlane Michigan South Hole Depth: 2.50 Date Started: Oct 12 2023 Completed: Oct 12 2023 Northing: 342484.5 EasƟng: 13284586.2 ElevaƟon: 914.76 Drilling Method: 3-1/4" Hollow Stem Auger Frost Depth Equipment: Diedrich D-50 Ground Water Levels Hammer Type: Manual Hammer Notes:

Ann Arbor • Muskegon • Traverse City • Upper Peninsula h

G ra ph ic

Material DescripƟon

TOPSOIL - dark brown clayey sandy with a trace of silt (8.0") CLAY - sƟī brown sandy with a trace of silt and gravel SAND - compact brown Įne to medium clayey SAND - compact brown Įne to medium clayey with a trace of gravel

SILT - sƟī gray with a trace of clay

SILT - sƟī gray clayey

Sa m pl e

Ty pe

N um be r

SPT-A

SPT-B

SPT-C

SPT-D

Re co ve ry

RQ

D ts

8-8-10

9-9-10

6-8-8

4-4-5 N

-V al ue

Po ck et

Sh ea r S tr en gt h

(t sf

M oi st ur e

Co nt en t (

22.4

9.1

16.5

AƩerberg Limits

Li qu id Li m it

Pl as

Ɵc Li m it

Pl as

Ɵc ity

In de x U

SC

S

CL

SC

ML

ML

Borehole ID: TB-17 Sheet 1 of 1

Project Name: Woodland CorrecƟons - UƟlity Program Project Number: 2023.1746 Project LocaƟon: Whitemore Lake, Michigan Logged By: J Christopher Reviewed By: K Martella Client: Nowak & Fraus Engineers Survey Datum: NAD 1983 StatePlane Michigan South Hole Depth: 10.00 Date Started: Oct 12 2023 Completed: Oct 12 2023 Northing: 342410.3 EasƟng: 13284267.5 ElevaƟon: 905.24 Drilling Method: 3-1/4" Hollow Stem Auger Frost Depth Equipment: Diedrich D-50 Ground Water Levels Hammer Type: Manual Hammer At Time of Drilling 3.00' on Oct 12 2023 - Perched Water Encountered Notes:

Ann Arbor • Muskegon • Traverse City • Upper Peninsula h

G ra ph ic

Material DescripƟon

ASPHALT - (4.0")

GRAVEL - brown Įne to coarse gravelly (10.0") CLAY - very sƟī brown sandy with a trace of silt and gravel

SILT - very sƟī to extremely sƟī brown with a trace of sand and gravel

Sa m pl e

Ty pe

N um be r

SPT-A

SPT-B

SPT-C

SPT-D

Re co ve ry

RQ

D ts

7-9-12

12-16-18

13-19-25

18-25-26 N

-V al ue

Po ck et

Sh ea r S tr en gt h

(t sf

M oi st ur e

Co nt en t (

11.1

12.4

AƩerberg Limits

Li qu id Li m it

Pl as

Ɵc Li m it

Pl as

Ɵc ity

In de x U

SC

S

CL

CL

ML

ML

Borehole ID: TB-18 Sheet 1 of 1

Project Name: Woodland CorrecƟons - UƟlity…