Soils Investigation 25271 Sag Whse Conc.pdf

SOILS INVESTIGATION

PAVEMENT RENOVATION

MAINTENANCE FACILITY AREA

SAGINAW CORRECTIONAL FACILITY

9625 PIERCE ROAD

FREELAND, MICHIGAN

BECKETT & RAEDER

535 WEST WILLIAM STREET

SUITE 101

ANN ARBOR, MICHIGAN 48103

JUNE 11, 2025

BY

McDOWELL & ASSOCIATES

McDowell & Associates

Geotechnical, Environmental & Hydrogeological Services • Materials Testing & Inspection

3730 James Savage Road, Midland, MI 48642 Phone: (989) 496-3610 • Fax: (989) 496-3190 www.mcdowasc.com

Southeast Michigan Office 21355 Hatcher Avenue, Ferndale, MI 48220

Phone: (248) 399-2066 • Fax: (248) 399-2157

June 11, 2025

Beckett & Raeder 535 West William Street Suite 101 Ann Arbor, Michigan 48103 Job No. 25-640184

Attention: Mr. Kristofer Enlow

Subject: Soils Investigation Pavement Renovation Maintenance Facility Area Saginaw Correctional Facility 9625 Pierce Road Freeland, Michigan

Dear Mr. Enlow:

In accordance with your request, we have made a Soils Investigation at the subject project.

Six (6) Soil Test Borings, designated as 1 through 6, were performed at the locations you required.

The approximate locations of the borings are shown on the Soil Boring Location Plan which accompanies this report. The borings were advanced to depths of five feet six inches (5’6”) and eight feet (8’) below the existing pavement and ground surfaces.

Soil descriptions, groundwater observations, and the results of field and laboratory tests are to be found on the accompanying Logs of Soil Test Borings and summary sheet of Sieve Analysis results.

Borings 1 through 6 encountered five-inch (5”) to eight-inch (8”) thick concrete pavement, one foot (1’) to four feet seven inches (4’7”) of fill soils, followed by firm to extremely stiff brown sandy clay which were found throughout the remainder of these borings. Boring 5 encountered six feet (6’) of fill soils, followed by stiff brown sandy clay. The fill soils found in all the borings consist of topsoil (at Boring 5), slightly compact to compact brown fine sand to sand and gravel and firm discolored brown sandy clay.

Pavement and soil descriptions and depths shown on the boring logs are approximate indications of change from one soil type to another and are not intended to represent an area of exact geological change or stratification. Also, the site shows signs of modification which could indicate fill and soil conditions different from those encountered at the boring locations.

Water was encountered in Borings 1, 2, 5 and 6 at depths of one foot six inches (1’6”) two feet four inches (2’4”) and three feet (3’) below the existing pavement surface. Water was measured upon completion of the drilling operation in Borings 1, 2 and 6 at depths of one foot six inches

Page -2- Job No. 25-640184

(1’6”) and three feet six inches (3’6”). Boring 5 was found to cave in upon completion at a depth of four feet four inches (4’4”). No water was encountered in Borings 3 and 4. It should be noted that short-term groundwater observations may not provide a reliable indication of the depth of the water table. In clay soils, this is due to the slow rate of infiltration of water into the borehole as well as the potential for water to become trapped in overlying layers of granular soils during periods of heavy rainfall. Water levels in granular soils fluctuate with seasonal and climatic changes as well as with the amount of rainfall in the area immediately prior to the measurements.

Standard Penetration Tests were made during sampling using an automatic hammer. These tests indicate the site soils have poor to good strengths and densities. Tests taken at a depth of two feet six inches (2’6”) gave results ranging from 5 to 10 blows per foot. The five-foot (5’) and seven-foot six-inch (7’6”) test values varied from 2 to 16 blows per foot.

It is understood that the existing parking lot area will be renovated and new pavement will be installed in the vicinity of Boring 5. Based on Google Earth Images of the site, it appears the existing parking lot pavement has been in place since 1998. No traffic information has been provided to us for this parking lot. It appears that vehicular traffic consists of mostly car and pick-up truck traffic with occasional truck traffic. We have assumed light traffic volume in parking areas with a daily truck number (DTN) of two 18-kip single-axle truckload applications per day.

We have assumed a DTN of ten trucks per day in moderate parking areas and drives. If traffic is greater than these intensities, then thicker pavement sections may be needed.

The soil conditions encountered in the borings indicate that the existing concrete pavement materials overlie sand and clay-type subgrade soils. Moisture contents in the site soils ranged from 9.0% to 17.7%. We would expect the clay soils at the site to have a California Bearing Ratio (CBR) value of 3% and a modulus of subgrade reaction of one hundred pounds per cubic inch (100 pci). The existing concrete pavement was found to be five inches (5”) to eight inches (8”) thick at Borings 1 through 4 and 6. The aggregate base material under the concrete was found to be twelve inches (12”) and twenty-four-inches (24”) thick at Borings 1 through 4. No aggregate material was found at Boring 6. The Soil Survey for Saginaw County, prepared by the U.S. Department of Agriculture – Soil Conservation Service, shows the site soils at the site consist of Lenawee Silty Clay Loam, Londo Loam and Strawn Silt Loam. The survey indicates these soils are susceptible to severe frost heave, seasonal wetness and moderate shrink-swell tendencies. The clay soils at the site contain significant silt-size particles which would be susceptible to frost heave problems.

If the existing fill soils found at the borings have been in place for at least 20 years, we would anticipate that most of the potential settlement of these soils has already occurred and any long-term future settlement should theoretically be minor.

Based on the project information provided and the results of field and laboratory tests, it appears that the fill and native non-organic soils at the borings are suitable for the support of pavements if some potential settlement can be tolerated. If some potential settlement cannot be tolerated, then all existing fill soils should be removed and properly installed and compacted engineered fill should be placed in the resulting excavations. This may be a relatively expensive and difficult solution considering the limited road rights-of-way, existing underground utilities, nearby buildings, and other physical constraints limiting the possibility of removing these soils from the pavement area.

Page -3- Job No. 25-640184

If the existing fill soils found at the borings have not been in place for at least 20 years, and if the possibility for some potential settlement cannot be tolerated, then all existing fill soils should be excavated from the roadways and replaced with properly installed and compacted engineered fill.

The excavations should extend about one foot (1’) outside the roadway edges for every foot below the planned pavement surface. The removal of the unsuitable soils should be done in the presence of a qualified soils engineer to provide reasonable assurance that no uncontrolled fill or highly organic soils are left behind before the placement of the engineered fill. The resulting subgrade should be proof rolled with a heavy, rubber-tired construction vehicle. Any unstable or yielding soils found during proof rolling should be scarified, dried and recompacted or removed and replaced with similar material or compacted bank run sand preferably consisting of MDOT Class I or II granular soils. If the bottom of the excavation is not sufficiently stable to install the bank run sand, then a layer of coarse stone fill such as MDOT 6AA or one-inch (1”) to three-inch (3”) crushed stone or crushed concrete could be installed. Geotextile fabric should be placed between the coarse stone engineered fill material and lower native granular soils and upper granular fill soils to minimize the amount of fines infiltrating into the coarse aggregate material. The granular MDOT Class I or II soils should be deposited in horizontal lifts not to exceed nine inches (9”) in thickness with each lift being compacted uniformly to a minimum density of 95% of its maximum value as determined by the Modified Proctor Test (AASHTO T-180 or ASTM D-1557). If there is insufficient right-of-way to allow an overdig at the edge of the pavement area, then a one-foot (1’) overcut could occur.

If the possibility for some potential settlement can be tolerated and the existing fill soils have been in place for at least 20 years, then the existing pavements and base aggregate materials could be removed, exposing the fill and native subgrade soils. In the areas to be paved, any loose soil, soft soil, organic soil, or other obviously objectionable material should be removed and the subgrade thoroughly proof-compacted with heavy, rubber-tired equipment. If during the proof-compaction operation areas are found where the soils yield excessively, the yielding materials should be scarified, dried and recompacted or removed and replaced with similar material or clean crushed concrete or stone up to one inch (1”) to three inches (3”) in size. Undercutting and placement of clean crushed concrete or crushed concrete or crushed stone may be required in areas of unstable subgrade. After proof-compaction, the upper one foot (1’) of the grade should be compacted to a minimum density of 95% of its maximum dry density as determined by the Modified Proctor Test (AASHTO T-180 or ASTM D-1557) as outlined above. Care should be taken to ensure compaction of fill soils required in the vicinity of manholes and/or catch basins.

After the subgrade has been properly compacted and fill has been properly placed and compacted, the pavement material consisting of asphalt or concrete could be installed. The following pavement thicknesses are suggested:

A. Car or Light Truck Parking Areas (2 trucks per day)

1. Deep Strength Asphalt 1½” MDOT 13A or 5EL Wear Course Asphalt 2½” MDOT 11A or 3EL Base Course Asphalt 2½” MDOT 11A or 3EL Base Course Asphalt 12” Compacted Subgrade

Page -4- Job No. 25-640184

2. Asphaltic Pavement 1½” MDOT 13A or 5EL Wear Course Asphalt 2” MDOT 11A or 3EL Base Course Asphalt 8” Compacted MDOT 21AA-Type Crushed Stone

3. Concrete Pavement 6” MDOT 3500 Concrete 8” Compacted MDOT Class II Sand Base

B. Moderate Truck Traffic Areas (10 trucks per day)

1. Deep Strength Asphalt 2½” MDOT 13A or 5EML Wear Course Asphalt 3” MDOT 11A or 3EML Base Course Asphalt

2. Asphaltic Pavement 1½” MDOT 13A or 5EML Wear Course Asphalt

10” Compacted MDOT 21AA-Type Crushed Stone

3. Concrete Pavement 6” MDOT 3500 Concrete 8” Compacted MDOT Class II Sand Base

In trash receptacle areas or high wheel load turning areas, reinforced concrete pads should be utilized. Generally, eight-inch (8”) thick reinforced concrete pads are used in areas where solid waste removal trucks unload dumpsters.

The subsoils at the site are expected to be very susceptible to frost heaving. It is recommended that pavements be properly graded to promote effective drainage of water and prevent the ponding of surface water in low areas. A system of “stub drains” or one drain placed around the catch basin and backfilled with pea stone should be installed at any catch basin or manhole structures to drain any collection of surface water runoff, and thus minimize the possibility of frost penetration and heave. The drain tile should be wrapped with a geofabric. Edge drains should be installed in watered landscaped areas or shallow groundwater areas (typically where groundwater is found to be within 18” of the planned pavement surface) such as possibly in the vicinity of Borings 1 and 2 and maybe Boring 6. These drains could be field determined during construction.

Existing catch basins and manhole structures should be checked and repaired as needed.

The stabilization procedures outlined above should result in reasonably stable pavements. It should be recognized, however, that all asphalt or concrete pavements need repairs from time to time as a result of progressive yielding under repeated traffic loads for a prolonged period of time.

Placing the new pavement materials over existing non-engineered fill soils may result in long-term differential settlement and some potential cracking of the pavement.

Page -5- Job No. 25-640184

As an alternative to removing and replacing the existing pavements, an asphalt overlay could be installed over the existing concrete pavements. However, reflective cracking and deterioration of the overlay would probably occur over a period of time due to the current condition of the existing pavement and underlying fill soil conditions. To minimize this potential cracking and deterioration, it is suggested that the existing pavements be prepared as follows: Any badly deteriorated and cracked areas in the existing pavements should be saw-cut, removed and patched.

Over these patched areas and in less deteriorated areas with cracks, a geotextile fabric such as Petromat® 4597 (or equivalent) should then be installed. Care must be taken to properly tack coat between the existing pavement, fabric, and new overlay. Finaly, a two-inch (2”) thick overlay could be installed over the fabric. It may be beneficial to install bleeder, stub and possibly edge drains along the subject pavement areas to help drain the existing aggregate base. Existing drainage structures should be checked and repaired as required.

The evaluations and recommendations presented in this report have been formulated on the basis of reported or assumed data relating to the location, type, finished grades and traffic conditions for the proposed project. Any significant change in this data in the final design plans should be brought to our attention for review and evaluation with respect to the prevailing subsoil conditions.

Experience indicates that the actual subsoil conditions at the site could vary from pavement borings made at specific locations. It is, therefore, essential that a qualified geotechnical engineering testing firm be retained to provide soil engineering services during the site preparation, excavation, compaction and paving phases of the proposed project. This is to observe compliance with design concepts, specifications and recommendations and to allow design changes in the event that subsurface conditions differ from those anticipated prior to the start of construction.

If we can be of any further service, please feel free to call.

Very truly yours, McDOWELL & ASSOCIATES

Daniel A. Kaniarz, M.S., P.E.

DAK/ks

DATE 6/5/2025

Sample & Type

Depth Legend Moisture

Natural Wt.

P.C.F.

Dry Den Wt.

P.C.F.

Str.

Notes:

1 FT. 6 INS.

FT. INS.

1 FT. 6 INS.

HRS FT. INS.

Crew Chief: M.W.

CONCRETE0'6"

Extremely stiff moist brown sandy CLAY with pebbles

8 12.2 138

UL 5

PROJECT Soils Investigation - Pavement Renovation

Maintenance Facility Area

Saginaw Correctional Facility

Freeland, Michigan

SOIL DESCRIPTION

9625 Pierce Road 25-640184

SURFACE ELEVATION

JOB NO.

Penetration Blows for 6”

Unc. Comp.

Strength PSF.

LOCATION

14.1

(9000+)*

LOG OF SOIL

BORING NO.

Compact moist to wet brown SAND & GRAVEL, aggregate fill

B

UL

A 2

(POCKET PENETROMETER)

PENETROMETER Standard Penetration Test - Driving 2” O.D. Sampler 1’ With 140lb Hammer Falling 30”: Count Made at 6” Intervals

GROUND WATER OBSERVATIONS

G.W. VOLUMES

G.W. ENCOUNTERED AT

G.W. ENCOUNTERED AT

G.W. AFTER COMPLETION

G.W. AFTER

Heavy

TYPE OF SAMPLE

D. - DISTURBED

U.L. - UNDIST. LINER

S.T. - SHELBY TUBE

S.S. - SPLIT SPOON

R.C. - ROCK CORE

* - CALIBRATED SPT Hammer: Automatic

Patched boring upon completion with cold patch asphalt.

2'6"

4'6"

5'6"

Very stiff moist brown sandy CLAY with pebbles

McDOWELL & ASSOCIATES Geotechnical, Environmental, & Hydrogeologic Services 3730 James Savage Road Midland, MI 48642 Phone: (989) 496-3610 Fax: (989) 496-3190

& Type

Depth Legend Moisture

Natural Wt.

P.C.F.

Dry Den Wt.

P.C.F.

Str.

Notes:

1 FT. 6 INS.

FT. INS.

3 FT. 6 INS.

HRS FT. INS.

Crew Chief: M.W.

LOG OF SOIL

BORING NO. 2

PROJECT Soils Investigation - Pavement Renovation

Maintenance Facility Area

JOB NO. 25-640184

LOCATION Saginaw Correctional Facility

9625 Pierce Road

SURFACE ELEVATION Freeland, Michigan

SOIL DESCRIPTION

Penetration Blows for 6”

Unc. Comp.

Strength PSF.

0'6" CONCRETE

Moist to wet brown SAND & GRAVEL, aggregate fill 1'6"

A 2 2

UL 2 16.5 128 3125

3 3

Firm moist brown sandy CLAY with pebbles

* (3000)

3'6"

5 * (4000)

5'6"6

Stiff moist brown sandy CLAY with pebbles

UL 5 4 15.9 131

B 3

* - CALIBRATED SPT Hammer: Automatic

PENETROMETER Standard Penetration Test - Driving 2” O.D. Sampler 1’ With 140lb Hammer Falling 30”: Count Made at 6” Intervals

G.W. VOLUMES Medium

(POCKET PENETROMETER)

S.T. - SHELBY TUBE G.W. ENCOUNTERED AT

S.S. - SPLIT SPOON G.W. AFTER COMPLETION

R.C. - ROCK CORE G.W. AFTER

TYPE OF SAMPLE GROUND WATER OBSERVATIONS

D. - DISTURBED Patched boring upon completion with cold patch asphalt.

U.L. - UNDIST. LINER G.W. ENCOUNTERED AT

McDOWELL & ASSOCIATES Geotechnical, Environmental, & Hydrogeologic Services

& Type

Depth Legend Moisture

Natural Wt.

P.C.F.

Dry Den Wt.

P.C.F.

Str.

Notes:

FT. INS.

FT. INS.

FT. INS.

HRS FT. INS.

Crew Chief: M.W.

LOG OF SOIL

BORING NO. 3

PROJECT Soils Investigation - Pavement Renovation

Maintenance Facility Area

JOB NO. 25-640184

LOCATION Saginaw Correctional Facility

9625 Pierce Road

SURFACE ELEVATION Freeland, Michigan

SOIL DESCRIPTION

Penetration Blows for 6”

Unc. Comp.

Strength PSF.

0'6" CONCRETE

Moist brown SAND & GRAVEL, aggregate fill 1'6"

A 2 2 UL Stiff moist brown sandy CLAY with pebbles 5 14.2 126

3 5 * (4000)

3'6"

Very stiff moist brown sandy CLAY with pebbles

(6000)

10 *

UL 5 6 14.2 131

B

5'6"6

TYPE OF SAMPLE GROUND WATER OBSERVATIONS

D. - DISTURBED Patched boring upon completion with cold patch asphalt.

U.L. - UNDIST. LINER G.W. ENCOUNTERED AT

* - CALIBRATED SPT Hammer: Automatic

PENETROMETER Standard Penetration Test - Driving 2” O.D. Sampler 1’ With 140lb Hammer Falling 30”: Count Made at 6” Intervals

G.W. VOLUMES None

(POCKET PENETROMETER)

S.T. - SHELBY TUBE G.W. ENCOUNTERED AT

S.S. - SPLIT SPOON G.W. AFTER COMPLETION

R.C. - ROCK CORE G.W. AFTER

McDOWELL & ASSOCIATES Geotechnical, Environmental, & Hydrogeologic Services

& Type

Depth Legend Moisture

Natural Wt.

P.C.F.

Dry Den Wt.

P.C.F.

Str.

Notes:

FT. INS.

FT. INS.

FT. INS.

HRS FT. INS.

Crew Chief: M.W.

LOG OF SOIL

BORING NO. 4

PROJECT Soils Investigation - Pavement Renovation

Maintenance Facility Area

JOB NO. 25-640184

LOCATION Saginaw Correctional Facility

9625 Pierce Road

SURFACE ELEVATION Freeland, Michigan

SOIL DESCRIPTION

Penetration Blows for 6”

Unc. Comp.

Strength PSF.

CONCRETE

0'8"

1'8" Moist brown SAND & GRAVEL, aggregate fill

A 2 2

UL 4 17.6 118 3475

3 4 *

(3500)

5 *

Stiff moist brown sandy CLAY with pebbles

(3500)

UL 5 5 14.3 --

B

5'6"6

PENETROMETER Standard Penetration Test - Driving 2” O.D. Sampler 1’ With 140lb Hammer Falling 30”: Count Made at 6” Intervals

G.W. VOLUMES None

(POCKET PENETROMETER)

S.T. - SHELBY TUBE G.W. ENCOUNTERED AT

S.S. - SPLIT SPOON G.W. AFTER COMPLETION

R.C. - ROCK CORE G.W. AFTER

TYPE OF SAMPLE GROUND WATER OBSERVATIONS

D. - DISTURBED Patched boring upon completion with cold patch asphalt.

U.L. - UNDIST. LINER G.W. ENCOUNTERED AT

* - CALIBRATED SPT Hammer: Automatic

McDOWELL & ASSOCIATES Geotechnical, Environmental, & Hydrogeologic Services

& Type

Depth Legend Moisture

Natural Wt.

P.C.F.

Dry Den Wt.

P.C.F.

Str.

Notes:

3 FT. 0 INS.

FT. INS.

4 FT. 4 INS.

HRS FT. INS.

Crew Chief: M.W.

LOG OF SOIL

BORING NO. 5

PROJECT Soils Investigation - Pavement Renovation

Maintenance Facility Area

JOB NO. 25-640184

LOCATION Saginaw Correctional Facility

9625 Pierce Road

SURFACE ELEVATION Freeland, Michigan

SOIL DESCRIPTION

Penetration Blows for 6”

Unc. Comp.

Strength PSF.

Moist dark brown sandy TOPSOIL, fill

0'6"

Compact moist brown fine SAND with trace of silt, fillA 2 4

UL 4 17.4 123

3 4

3'0"

B 1 17.6 119

Slightly compact wet brown fine SAND with trace of silt, fill

UL 5

6'0"

Stiff moist brown sandy CLAY with pebbles

UL 5 15.8 132

C 7 2

8 5 * (4000)

8'0"

GROUND WATER OBSERVATIONS

D. - DISTURBED

U.L. - UNDIST. LINER G.W. ENCOUNTERED AT

TYPE OF SAMPLE

G.W. VOLUMES Medium Cave-In at 4'4"

(POCKET PENETROMETER)

S.T. - SHELBY TUBE G.W. ENCOUNTERED AT

S.S. - SPLIT SPOON G.W. AFTER COMPLETION

R.C. - ROCK CORE G.W. AFTER

* - CALIBRATED SPT Hammer: Automatic

PENETROMETER Standard Penetration Test - Driving 2” O.D. Sampler 1’ With 140lb Hammer Falling 30”: Count Made at 6” Intervals

McDOWELL & ASSOCIATES Geotechnical, Environmental, & Hydrogeologic Services

& Type

Depth Legend Moisture

Natural Wt.

P.C.F.

Dry Den Wt.

P.C.F.

Str.

Notes:

2 FT. 4 INS.

FT. INS.

3 FT. 6 INS.

HRS FT. INS.

Crew Chief: M.W.

LOG OF SOIL

BORING NO. 6

PROJECT Soils Investigation - Pavement Renovation

Maintenance Facility Area

JOB NO. 25-640184

LOCATION Saginaw Correctional Facility

9625 Pierce Road

SURFACE ELEVATION Freeland, Michigan

SOIL DESCRIPTION

Penetration Blows for 6”

Unc. Comp.

Strength PSF.

0'5"

1'3"

CONCRETE

Moist brown gravelly SAND, fill

A 2 2

UL 2 17.7 120

3 3

3'6"

UL 5 2 9.0 118

B 1

Medium compact wet brown SAND with traces of silt and gravel, fill

GROUND WATER OBSERVATIONS

D. - DISTURBED Patched boring upon completion with cold patch asphalt.

U.L. - UNDIST. LINER G.W. ENCOUNTERED AT

G.W. VOLUMES Medium

(POCKET PENETROMETER)

S.T. - SHELBY TUBE G.W. ENCOUNTERED AT

S.S. - SPLIT SPOON G.W. AFTER COMPLETION

R.C. - ROCK CORE G.W. AFTER

2'4" Firm moist discolored brown sandy CLAY, fill

5'6"

5'0"

Compact wet brown fine SAND with trace of silt, fill

Firm moist brown sandy CLAY with pebbles

* - CALIBRATED SPT Hammer: Automatic

PENETROMETER Standard Penetration Test - Driving 2” O.D. Sampler 1’ With 140lb Hammer Falling 30”: Count Made at 6” Intervals

TYPE OF SAMPLE

McDOWELL & ASSOCIATES Geotechnical, Environmental, & Hydrogeologic Services

Job No. 25-640184

SIEVE ANALYSIS

Boring

% Passing

#4 Sieve

% Passing

#10 Sieve

% Passing

#40 Sieve

% Passing

#100 Sieve

% Passing

#200 Sieve

5 A 100.0 99.8 94.5 23.9 7.2

B 100.0 99.6 89.2 8.7 2.0

6 A 100.0 97.7 86.8 7.2 1.4

B 91.9 32.0 25.7 5.4 3.1