S02 695-21-110_GeotechReport_210512-1.pdf

REPORT COVER PAGE

Geotechnical Engineering Report North Campus Steam Tunnel Repair (Apogee Project #21-025-Q30)

Milwaukee, Wisconsin May 12, 2021

Terracon Project No. 58215050-Rev 1

Prepared for:

Apogee Consulting Group. P.A.

Cary, North Carolina

Prepared by:

Terracon Consultants, Inc.

Franklin, Wisconsin

Terracon Consultants, Inc. 9856 South 57 th Street Frankl in , Wisconsin P [414] 423 0255 F [414] 423 0566 terracon.com

REPORT COVER LET TER T O SIGN

May 12, 2021

Apogee Consulting Group. P.A.

1151 Kildaire Farm Road, Suite 120 Cary, North Carolina 27511

Attn: Mr. Joseph J. Guidroz, lll, AIA, MBA, PMP, LEED GA P: 919-535-3963 E: jguidroz@acg-pa.com

Re: Geotechnical Engineering Report North Campus Steam Tunnel Repair (Apogee Project #21-025-Q30) 5000 West National Avenue Milwaukee, Wisconsin Terracon Project No. 58215050-Rev 1

Dear Mr. Guidroz:

We have completed the Geotechnical Engineering services for the referenced project. This study was performed in general accordance with work order #1 dated March 5, 2021. This report presents the findings of the subsurface exploration and provides geotechnical recommendations concerning earthwork for the proposed project.

We appreciate the opportunity to be of service to you on this project. If you have any questions concerning this report, or if we may be of further service, please contact us.

Sincerely, Terracon Consultants, Inc.

for Tyler Fugar, E.I.T. Paul J. Koszarek, P.E.

Field Engineer Geotechnical Department Manager pjkoszarek Stamp

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REPORT TOPICS

REPORT TOPICS

INTRODUCTION

SITE CONDITIONS

PROJECT DESCRIPTION

GEOTECHNICAL CHARACTERIZATION

GEOTECHNICAL DISCUSSION AND RECOMMENDATIONS

SEISMIC CONSIDERATIONS

GENERAL COMMENTS

Note: This report was originally delivered in a web-based format. Orange Bold text in the report indicates a referenced section heading. The PDF version also includes hyperlinks which direct the reader to that section and clicking on the logo will bring you back to this page. For more interactive features, please view your project online at client.terracon.com.

ATTACHMENTS

EXPLORATION AND TESTING PROCEDURES

SITE LOCATION AND EXPLORATION PLANS

EXPLORATION RESULTS (Boring Logs and Laboratory Data) SUPPORTING INFORMATION (General Notes and Unified Soil Classification System) http://client.terracon.com/

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INTRODUCTION

Geotechnical Engineering Report North Campus Steam Tunnel Repair (Apogee Project #21-025-Q30)

5000 West National Avenue Milwaukee, Wisconsin

Terracon Project No. 58215050-Rev 1 May 12, 2021

INTRODUCTION

This report presents the results of our subsurface exploration and geotechnical engineering services performed for the proposed Steam Tunnel to be located at the parcel of land near the 5000 West National Avenue in Milwaukee, Wisconsin. The purpose of these services is to provide information and geotechnical engineering recommendations relative to:

■ Subsurface soil conditions ■ Settlement of Steam Tunnel

■ Groundwater conditions ■ Dewatering considerations

■ Seismic site classification per IBC

The initial geotechnical engineering scope of services for this project included the advancement of six (6) borings to a depth of 20 to 35 feet below existing site grades.

Maps showing the site and boring locations are shown in the Site Location and Exploration Plan sections, respectively. The results of the laboratory testing performed on soil samples obtained from the site during the field exploration are included on the boring logs in the Exploration Results section of this report.

SITE CONDITIONS

The following description of site conditions is derived from the field exploration.

Item Description

Parcel Information

The project is located at 5000 West National Avenue in Milwaukee, Wisconsin.

The north end of the subject steam tunnel is just to the west of Building 7 and proceeds for approximately 450 feet to the south where it terminates east of Building 45.

The site Latitude and Longitude near the middle of the existing steam tunnel are 43.0256o and -87.9775o, respectively.

Existing Improvements

The ground surface, over the steam tunnel, is mostly grass covered. The tunnel does cross General Wolcott Boulevard and Hank Aaron State Trail.

North Campus Steam Tunnel Repair (Apogee Project #21-025-Q30) ■ Milwaukee, Wisconsin May 12, 2021 ■ Terracon Project No. 58215050-Rev 1

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Item Description

Existing Topography

Based on the topographic survey dated April 21, 2021, the surface grades vary from 681 feet on the north side to 649 on the south side. Existing grade to the north of Hank Aaron trail is approximately 13 feet higher than the grade to the south of the trail.

PROJECT DESCRIPTION

Our initial understanding of the project was provided in our proposal and was discussed in the project planning stage. A period of collaboration has transpired since the project was initiated, and our final understanding of the project conditions is as follows:

Item Description

Information Provided As-builts of the northern half of the tunnel, the southern half of the tunnel were not able to be retrieved. A schematic plan of the entire tunnel with known bottom of slab elevations for the northern tunnel and vaults.

Project Description

The project is to determine possible causes of water infiltration and corrosion of pipes entering the vaults. One of the possible causes was settlement of the vaults or tunnel which would in turn create separation of joints and allow for water infiltration. The soils were tested adjacent to the vaults in order to determine if soft or compressible soils were present or if an elevated water level was present.

GEOTECHNICAL CHARACTERIZATION

Subsurface Profile

Boring B-1 was completed on the south side of the steam tunnel and B-6 was completed at the northern end of the tunnel. Based on the soil boring data, the generalized subsurface soil profile consisted of 3 to 6 feet of existing lean clay fill underlain by native lean clay soils in a medium stiff to hard condition with hand penetrometer values generally varying from 0.75 tsf to 4.5+ tsf. Below the native clay soils were water bearing silts and silty sands.

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The following table depicts the borings, the approximate depth to the bottom of tunnel and the observed soil below the tunnel:

Boring Number

Surface Elevation

(ft)

Approximate Depth to Bottom of Tunnel (ft)1

Approximate Elevation of Bottom of Tunnel1 (ft)

Soil Observed below the Bottom of Tunnel

B-1 649 23 626 Silt, with clay and sand seams, gray, wet loose to medium dense (N values of 7 to 13)

B-2 652 14 638 Lean Clay, trace sand and gravel, gray, very stiff (Hand Pen of 2.25 tsf)

B-3 666 23 643 Lean Clay, trace sand and gravel, wet silt seams, gray, very stiff (Hand Pen of

2.25 tsf)

B-4 670 21 649 Lean Clay, trace sand and gravel, gray mottled brown, hard (Hand Pen of 4.5+ tsf)

B-5 680 14 666 Lean Clay, trace sand and gravel, gray brown mottling, hard (Hand Pen of 4.5+ tsf)

B-6 681 11 670 Lean Clay, trace sand and gravel, brown, hard (Hand Pen of 4.5+ tsf)

1. The depth to the bottom of the tunnel was taken from as-builts for vaults adjacent to Borings B-4, B-5 and B-6.

However, these drawings were not available for B-1 to B-3; therefore, the approximate depth was measured from the vault floor to the top of the vault and is approximate. These elevations should not be relied upon for construction and should be verified by the project surveyor.

Conditions encountered at each boring location are indicated on the individual boring logs shown in the Exploration Results section and are attached to this report. Stratification boundaries on the boring logs represent the approximate location of changes in native soil types; in situ, the transition between materials may be gradual.

Groundwater Conditions

The boreholes were observed while drilling and after completion for the presence and level of groundwater. At B-1 to B-4, water levels were observed at least 24 hours after completion.

Free water was observed at the following borings and depths:

Boring Number

Approximate Elevation of Bottom of Tunnel1 (ft)

Approximate Elevation of Free Water Observed During/At Completion of Drilling/24-hour (ft)

B-1 626 637 (24-hour)

B-2 638 636.5 (24-hour)

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B-3 643 638 (24-hour)

B-4 649 640.5 at completion (cave in 648 at 24 hours)

B-5 666 Not Observed

B-6 670 Not Observed

1. The depth to the bottom of the tunnel was taken from as-builts for vaults adjacent to Borings B-4, B-5 and B-6.

However, these drawings were not available for B-1 to B-3; therefore, the approximate depth was measured from the vault floor to the top of the vault and is approximate. These elevations should not be relied upon for construction and should be verified by the project surveyor.

Groundwater level fluctuations occur due to seasonal variations in the amount of rainfall, runoff and other factors not evident at the time the borings were performed. Therefore, groundwater levels during construction or at other times in the life of the structure may be higher or lower than the levels indicated on the boring logs. The possibility of groundwater level fluctuations should be considered when developing the design and construction plans for the project.

GEOTECHNICAL DISCUSSION AND RECOMMENDATIONS

Based on the results of the soil borings, the soils observed below the bottom of the steam tunnel would not be considered compressible and should not have led to abnormal settlements of the steam tunnel.

Water levels observed at B-1 were approximately 11 feet higher than the approximate bottom slab of the steam vault. The design of this vault should be reviewed in order to ensure that it was designed to withstand hydrostatic pressures and buoyancy.

Though not observed, it is typical that structures such as this are backfilled with stone. Stone will tend to fill with water over time. It is recommended to have a drainage system on the outside of the steam tunnel and vaults that will drain out the trapped water within the stone. Additionally, pipe penetrations and seams should be sealed in order to prevent built up water from entering the vault.

The General Comments section provides an understanding of the report limitations.

SEISMIC CONSIDERATIONS

The seismic design requirements for buildings and other structures are based on Seismic Design Category. Site Classification is required to determine the Seismic Design Category for a structure.

The Site Classification is based on the upper 100 feet of the site profile defined by a weighted average value of either shear wave velocity, standard penetration resistance, or undrained shear strength in accordance with Section 20.4 of ASCE 7-10.

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Description Value 2012/2015 International Building Code Site

D 1,2

1. Seismic site classification in general accordance with the 2012/2015 International Building Code, which refers to ASCE 7-10.

2. The 2012/2015 International Building Code (IBC) uses a site profile extending to a depth of 100 feet for seismic site classification. Borings at this site were extended to a maximum depth of 20 feet. The site properties below the boring depth to 100 feet were estimated based on our experience and knowledge of geologic conditions of the general area. Additional deeper borings or geophysical testing may be performed to confirm the conditions below the current boring depth.

GENERAL COMMENTS

As the project progresses, we address assumptions by incorporating information provided by the design team, if any. Revised project information that reflects actual conditions important to our services is reflected in the final report. The design team should collaborate with Terracon to confirm these assumptions and to prepare the final design plans and specifications. This facilitates the incorporation of our opinions related to implementation of our geotechnical recommendations. Any information conveyed prior to the final report is for informational purposes only and should not be considered or used for decision-making purposes.

Our analysis and opinions are based upon our understanding of the project, the geotechnical conditions in the area, and the data obtained from our site exploration. Natural variations will occur between exploration point locations or due to the modifying effects of construction or weather.

The nature and extent of such variations may not become evident until during or after construction.

Terracon should be retained as the Geotechnical Engineer, where noted in the final report, to provide observation and testing services during pertinent construction phases. If variations appear, we can provide further evaluation and supplemental recommendations. If variations are noted in the absence of our observation and testing services on-site, we should be immediately notified so that we can provide evaluation and supplemental recommendations.

Our scope of services does not include either specifically or by implication any environmental or biological (e.g., mold, fungi, bacteria) assessment of the site or identification or prevention of pollutants, hazardous materials or conditions. If the owner is concerned about the potential for such contamination or pollution, other studies should be undertaken.

Our services and any correspondence or collaboration through this system are intended for the sole benefit and exclusive use of our client for specific application to the project discussed and are accomplished in accordance with generally accepted geotechnical engineering practices with no third party beneficiaries intended. Any third party access to services or correspondence is solely for information purposes to support the services provided by Terracon to our client.

Reliance upon the services and any work product is limited to our client and is not intended for

May 12, 2021 ■ Terracon Project No. 58215050-Rev 1

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Site characteristics as provided are for design purposes and not to estimate excavation cost. Any use of our report in that regard is done at the sole risk of the excavating cost estimator as there may be variations on the site that are not apparent in the data that could significantly impact excavation cost. Any parties charged with estimating excavation costs should seek their own site characterization for specific purposes to obtain the specific level of detail necessary for costing.

Site safety, and cost estimating including, excavation support, and dewatering requirements/design are the responsibility of others. If changes in the nature, design, or location of the project are planned, our conclusions and recommendations shall not be considered valid unless we review the changes and either verify or modify our conclusions in writing.

ATTACHMENTS

May 12, 2021 ■ Terracon Project No. 58215050-Rev 1

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EXPLORATION AND TESTING PROCEDURES

Field Exploration

Number of Borings Boring Depth (feet) Planned Location

6 20 to 35 Adjacent to Vaults along Subject Steam Tunnel

Boring Layout and Elevations: Terracon personnel provided the boring layout. Coordinates were obtained with a handheld GPS unit (estimated horizontal accuracy of about ±10 feet) and approximate elevations were obtained by interpolation from the provided topographic survey.

Subsurface Exploration Procedures: We advanced the borings with an ATV-mounted rotary drill rig using continuous flight hollow-stem augers. Samples were obtained at intervals of 2 ½ feet until the approximate bottom of the steam tunnel and then at intervals of 5 feet to the termination of the borings. In the split-barrel sampling procedure, a standard 2-inch outer diameter split-barrel sampling spoon is driven into the ground by a 140-pound automatic hammer falling a distance of 30 inches. The number of blows required to advance the sampling spoon the last 12 inches of a normal 18-inch penetration is recorded as the Standard Penetration Test (SPT) resistance value. The SPT resistance values, also referred to as N-values, are indicated on the boring logs at the test depths.

We observed and recorded groundwater levels during drilling and sampling. For safety purposes, all borings were backfilled with bentonite chips after their completion. The drilling cuttings/spoils were placed in sealed 55 gallon drums and disposed of in a licensed facility off-site.

The sampling depths, penetration distances, and other sampling information was recorded on the field boring logs. The samples were placed in appropriate containers and taken to our soil laboratory for testing and classification by a geotechnical engineer. Our exploration team prepared field boring logs as part of the drilling operations. These field logs included visual classifications of the materials encountered during drilling and our interpretation of the subsurface conditions between samples. Final boring logs were prepared from the field logs. The final boring logs represent the geotechnical engineer's interpretation of the field logs and include modifications based on observations and tests of the samples in our laboratory.

Laboratory Testing

The samples were tested in the laboratory to measure their natural water content, which are provided on the boring logs in Exploration Results. The samples were also classified in the laboratory based on visual observation, texture, and plasticity. The soil descriptions presented on the boring logs are in accordance with the General Notes and Unified Soil Classification System (USCS) included in Supporting Information. The estimated USCS group symbols for native soil samples are shown on the boring logs, and a brief description of the USCS is included in Supporting Information.

SITE LOCATION AND EXPLORATION PLANS

Contents:

Site Location Plan Exploration Plan

Note: All attachments are one page unless noted above.

SITE LOCATION

May 12, 2021 ■ Terracon Project No. 58215050-Rev 1

MAP 1 LANDSCAPE

DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES MAP PROVIDED BY MICROSOFT BING MAPS

EXPLORATION PLAN

May 12, 2021 ■ Terracon Project No. 58215050-Rev 1

MAP 2 LANDSCAPE

DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES MAP ADAPTED FROM PROVIDED BORING LOCATION PLAN

EXPLORATION RESULTS

Contents:

Boring Logs (B-1 to B-6)

2-2-3 N=5

1-3-5 N=8

1-2-4 N=6

1-2-2 N=4

0-1-3 N=4

2-2-3 N=5

2-3-5 N=8

0-2-2 N=4

1-3-3 N=6

2-3-4 N=7

2-3-10 N=13

2.25

(HP)

3.0

(HP)

3.0

(HP)

.75

(HP)

1.5

(HP)

2.5

(HP)

19.5

16.4

17.8

21.7

21.0

20.0

23.4

18.7

19.8

18.8

20.6

(3 inches thick) FILL - LEAN CLAY , trace sand and gravel, brown

LEAN CLAY (CL), trace sand and gravel, brown, medium stiff to very stiff

LEAN CLAY (CL), with silt seams, gray, very stiff

SILT (ML), with clay seams and sand seams, gray, wet, loose to medium dense

Boring Terminated at 30 Feet

0.3

3.5

16.0

18.0

30.0

645.5

Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.

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)LOCATION See Exploration Plan

Latitude: 43.0250° Longitude: -87.9775°

G R

A P

H

IC

L O

G

DEPTH ELEVATION (Ft.)

Surface Elev.: 649 (Ft.)

Advancement Method:

2 1/4" HSA

Abandonment Method:

Boring backfilled with bentonite grout upon completion

Notes:

Project No.: 58215050

Drill Rig: Geoprobe #7822DT

BORING LOG NO. B-1

Apogee Consulting Group, P.A.CLIENT:

Cary, NC

Driller: CA

Boring Completed: 04-06-2021

PROJECT: North Campus Steam Tunnel Repair (Apogee #21-025-Q30)

Elevations were interpolated from a topographic site plan.

See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data (If any).

See Supporting Information for explanation of symbols and abbreviations.

North Campus Steam Tunnel Milwaukee, WI

SITE:

Boring Started: 04-06-2021

9856 S 57th St Franklin, WI

Water observed at 12 feet after 24 hours

Cave in at 17.5 feet after 24 hours

Water observed at 13.5 feet while drilling

Water observed at 12 feet after 24 hours

Cave in at 17.5 feet after 24 hours

WATER LEVEL OBSERVATIONS

Water observed at 13.5 feet while drilling

S A

M P

LE

T

Y P

E

3-5-8 N=13

6-10-15 N=25

5-9-13 N=22

4-4-7 N=11

2-4-6 N=10

2-4-7 N=11

3-4-6 N=10

4.5

(HP)

4.5

(HP)

4.5

(HP)

2.25

(HP)

2.25

(HP)

1.5

(HP)

17.0

17.1

16.6

17.1

18.9

21.4

23.1

21.4

TOPSOIL, (3 inches thick) FILL - LEAN CLAY , brown

LEAN CLAY (CL), trace sand and gravel, brown, hard

LEAN CLAY (CL), trace sand and gravel, grayish brown with rust mottling, very stiff

LEAN CLAY (CL), trace sand and gravel, gray, very stiff

LEAN CLAY (CL), trace gravel, with silt seams, gray, stiff

SANDY SILT (ML), gray, wet, medium dense

Boring Terminated at 25 Feet

0.3

3.5

11.0

12.5

18.0

24.0

25.0

648.5

639.5

Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.

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)LOCATION See Exploration Plan

Latitude: 43.0253° Longitude: -87.9775°

G R

A P

H

IC

L O

G

DEPTH ELEVATION (Ft.)

Surface Elev.: 652 (Ft.)

Advancement Method:

2 1/4" HSA

Abandonment Method:

Boring backfilled with bentonite grout upon completion

Notes:

Project No.: 58215050

Drill Rig: Geoprobe #7822DT

BORING LOG NO. B-2

Apogee Consulting Group, P.A.CLIENT:

Cary, NC

Driller: CA

Boring Completed: 04-06-2021

PROJECT: North Campus Steam Tunnel Repair (Apogee #21-025-Q30)

Elevations were interpolated from a topographic site plan.

See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data (If any).

See Supporting Information for explanation of symbols and abbreviations.

North Campus Steam Tunnel Milwaukee, WI

SITE:

Boring Started: 04-06-2021

9856 S 57th St Franklin, WI

Water observed at 15.5 feet after 24 hours

Cave in at 18.5 feet after 24 hours

Water observed at 24 feet while drilling

Water observed at 15.5 feet after 24 hours

Cave in at 18.5 feet after 24 hours

WATER LEVEL OBSERVATIONS

Water observed at 24 feet while drilling

S A

M P

LE

T

Y

3-4-3 N=7

2-4-5 N=9

2-3-2 N=5

1-1-2 N=3

1-1-2 N=3

0-1-2 N=3

3-5-7 N=12

2-4-8 N=12

1-4-6 N=10

2-3-4 N=7

2-6-6 N=12

6-6-8 N=14

3.0

(HP)

1.0

(HP)

1.0

(HP)

1.0

(HP)

3.5

(HP)

4.0

(HP)

3.5

(HP)

2.25

(HP)

17.6

17.9

18.1

19.1

19.0

21.0

20.6

22.4

23.6

23.6

19.1

14.9

TOPSOIL, (3 inches thick) FILL - LEAN CLAY , trace sand, with gravel, brown

LEAN CLAY (CL), trace sand and gravel, brown with grayish brown mottling, medium stiff to very stiff

LEAN CLAY (CL), trace sand and gravels, with wilt seams, grayish brown with gray and brown mottling, very stiff

LEAN CLAY (CL), with wet silt seams, gray, very stiff

SILT (ML), with sand seams and clay seams, gray, wet, medium dense

SAND (SP), trace silt, medium grained, gray, wet, medium dense

Boring Terminated at 35 Feet

0.3

6.0

16.0

23.0

28.0

33.0

35.0

Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.

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)LOCATION See Exploration Plan

Latitude: 43.0256° Longitude: -87.9775°

G R

A P

H

IC

L O

G

DEPTH ELEVATION (Ft.)

Surface Elev.: 666 (Ft.)

Advancement Method:

2 1/4" HSA

Abandonment Method:

Boring backfilled with bentonite grout upon completion

Notes:

Project No.: 58215050

Drill Rig: Geoprobe #7822DT

BORING LOG NO. B-3

Apogee Consulting Group, P.A.CLIENT:

Cary, NC

Driller: CA

Boring Completed: 04-06-2021

PROJECT: North Campus Steam Tunnel Repair (Apogee #21-025-Q30)

Elevations were interpolated from a topographic site plan.

See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data (If any).

See Supporting Information for explanation of symbols and abbreviations.

North Campus Steam Tunnel Milwaukee, WI

SITE:

Boring Started: 04-06-2021

9856 S 57th St Franklin, WI

Water observed at 28 feet after 24 hours

Cave in at 28 feet after 24 hours

Water observed at 28 feet while drilling

Water observed at 28 feet after 24 hours

Cave in at 28 feet after 24 hours

WATER LEVEL OBSERVATIONS

Water observed at 28 feet while drilling

S A

M P

LE

T

Y

2-3-5 N=8

1-3-6 N=9

4-8-12 N=20

3-7-11 N=18

2-5-8 N=13

3-5-7 N=12

2-5-9 N=14

3-8-10 N=18

1-4-5 N=9

2-4-13 N=17

3.0

(HP)

4.5+

(HP)

4.5+

(HP)

4.5+

(HP)

3.0

(HP)

3.75

(HP)

4.5+

(HP)

4.5+

(HP)

2.0

(HP)

2.0

(HP)

17.2

16.7

16.9

17.6

19.6

19.0

19.6

19.3

22.8

21.6

TOPSOIL, (5 inches thick) FILL - LEAN CLAY , trace sand, with gravel, brown

LEAN CLAY (CL), trace sand and gravel, brown, hard

LEAN CLAY (CL), trace sand, light brown with grayish brown mottling, very stiff to hard

LEAN CLAY (CL), trace sand and gravel, grayish brown with rust mottling, very stiff to hard

LEAN CLAY (CL), trace sand and gravel, gray mottled brown, hard

LEAN CLAY (CL), trace sand and gravel, gray, very stiff

SILT (ML), trace sand, gray, wet, medium dense Boring Terminated at 30 Feet

0.4

3.0

6.0

13.0

18.0

23.0

29.5 30.0

669.5

640.5

Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.

T H

IS

B

O R

IN

G

L O

G

IS

N O

T V

A

LI

D

IF

S E

P A

R A

T E

D F

R O

M O

R

IG

IN

A

L R

E P

O R

T

G E

O S

M A

R T

L O

G -N

O W

E

LL

N

O R

T H

C A

M P

U S

S T

E A

-C H

E C

K E

D O

U T

P

JK

.G P

J T

E R

R A

C O

N _D

A T

A T

E M

P

LA

T E

.G D

T

/5 /2

W A

T E

R L

E V

E L

O B

S E

R V

A T

IO

N

S

D E

P T

H

F t.)

F

IE

LD

T

E S

T R

E S

U

LT

S

LA

B

O R

A T

O R

Y H

P ts f)

W A

T E

R C

O N

T E

N T

)LOCATION See Exploration Plan

Latitude: 43.0258° Longitude: -87.9774°

G R

A P

H

IC

L O

G

DEPTH ELEVATION (Ft.)

Surface Elev.: 670 (Ft.)

Advancement Method:

2 1/4" HSA

Abandonment Method:

Boring backfilled with bentonite grout upon completion

Notes:

Project No.: 58215050

Drill Rig: Geoprobe #7822DT

BORING LOG NO. B-4

Apogee Consulting Group, P.A.CLIENT:

Cary, NC

Driller: CA

Boring Completed: 04-06-2021

PROJECT: North Campus Steam Tunnel Repair (Apogee #21-025-Q30)

Elevations were interpolated from a topographic site plan.

See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data (If any).

See Supporting Information for explanation of symbols and abbreviations.

North Campus Steam Tunnel Milwaukee, WI

SITE:

Boring Started: 04-06-2021

9856 S 57th St Franklin, WI

No water observed after 24 hours

Cave in at 22 feet after 24 hours

Water observed at 29.5 feet while drilling

No water observed after 24 hours

Cave in at 22 feet after 24 hours

WATER LEVEL OBSERVATIONS

Water observed at 29.5 feet while drilling

S A

M P

LE

T

Y

5-2-5 N=7

2-2-3 N=5

3-7-11 N=18

3-6-10 N=16

3-6-7 N=13

2-4-7 N=11

1-5-7 N=12

2-4-6 N=10

1.5

(HP)

4.5+

(HP)

4.5+

(HP)

4.5+

(HP)

4.25

(HP)

4.0

(HP)

2.75

(HP)

10.4

19.0

17.1

17.1

17.9

19.8

17.2

23.5

TOPSOIL, (4 inches thick) FILL - LEAN CLAY , trace sand, with gravel, brown

LEAN CLAY (CL), trace sand and gravel, brown with grayish brown mottling, very stiff to hard

LEAN CLAY (CL), trace sand and gravel, grayish brown, hard

LEAN CLAY (CL), trace sand and gravel, gray, very stiff

Boring Terminated at 25 Feet

0.3

3.0

18.0

23.0

25.0

679.5

Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.

T H

IS

B

O R

IN

G

L O

G

IS

N O

T V

A

LI

D

IF

S E

P A

R A

T E

D F

R O

M O

R

IG

IN

A

L R

E P

O R

T

G E

O S

M A

R T

L O

G -N

O W

E

LL

N

O R

T H

C A

M P

U S

S T

E A

-C H

E C

K E

D O

U T

P

JK

.G P

J T

E R

R A

C O

N _D

A T

A T

E M

P

LA

T E

.G D

T

/5 /2

W A

T E

R L

E V

E L

O B

S E

R V

A T

IO

N

S

D E

P T

H

F t.)

F

IE

LD

T

E S

T R

E S

U

LT

S

LA

B

O R

A T

O R

Y H

P ts f)

W A

T E

R C

O N

T E

N T

)LOCATION See Exploration Plan

Latitude: 43.0261° Longitude: -87.9776°

G R

A P

H

IC

L O

G

DEPTH ELEVATION (Ft.)

Surface Elev.: 680 (Ft.)

Advancement Method:

2 1/4" HSA

Abandonment Method:

Boring backfilled with bentonite grout upon completion

Notes:

Project No.: 58215050

Drill Rig: Geoprobe #7822DT

BORING LOG NO. B-5

Apogee Consulting Group, P.A.CLIENT:

Cary, NC

Driller: CA

Boring Completed: 04-07-2021

PROJECT: North Campus Steam Tunnel Repair (Apogee #21-025-Q30)

Elevations were interpolated from a topographic site plan.

See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data (If any).

See Supporting Information for explanation of symbols and abbreviations.

North Campus Steam Tunnel Milwaukee, WI

SITE:

Boring Started: 04-07-2021

9856 S 57th St Franklin, WI

No water observed while drilling

WATER LEVEL OBSERVATIONS

S A

M P

LE

T

Y

2-3-6 N=9

3-8-11 N=19

4-6-9 N=15

3-5-7 N=12

1-4-6 N=10

3.0

(HP)

4.5+

(HP)

4.5+

(HP)

4.5+

(HP)

1.75

(HP)

19.8

17.0

15.5

14.4

19.5

18.0

TOPSOIL, (4 inches thick) FILL - LEAN CLAY , trace sand, with gravel, brown

LEAN CLAY (CL), trace sand, light brown, very stiff

SANDY LEAN CLAY (CL), trace gravel, brown with rust mottling, hard

LEAN CLAY (CL), trace sand and gravel, brown, hard

LEAN CLAY (CL), trace sand and gravel, grayish brown with brown mottling, hard

LEAN CLAY (CL), trace sand and gravel, gray, very stiff

Boring Terminated at 20 Feet

0.3

3.0

6.0

8.0

13.0

18.0

20.0

680.5

Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.

T H

IS

B

O R

IN

G

L O

G

IS

N O

T V

A

LI

D

IF

S E

P A

R A

T E

D F

R O

M O

R

IG

IN

A

L R

E P

O R

T

G E

O S

M A

R T

L O

G -N

O W

E

LL

N

O R

T H

C A

M P

U S

S T

E A

-C H

E C

K E

D O

U T

P

JK

.G P

J T

E R

R A

C O

N _D

A T

A T

E M

P

LA

T E

.G D

T

/5 /2

W A

T E

R L

E V

E L

O B

S E

R V

A T

IO

N

S

D E

P T

H

F t.)

F

IE

LD

T

E S

T R

E S

U

LT

S

LA

B

O R

A T

O R

Y H

P ts f)

W A

T E

R C

O N

T E

N T

)LOCATION See Exploration Plan

Latitude: 43.0263° Longitude: -87.9777°

G R

A P

H

IC

L O

G

DEPTH ELEVATION (Ft.)

Surface Elev.: 681 (Ft.)

Advancement Method:

2 1/4" HSA

Abandonment Method:

Boring backfilled with bentonite grout upon completion

Notes:

Project No.: 58215050

Drill Rig: Geoprobe #7822DT

BORING LOG NO. B-6

Apogee Consulting Group, P.A.CLIENT:

Cary, NC

Driller: CA

Boring Completed: 04-07-2021

PROJECT: North Campus Steam Tunnel Repair (Apogee #21-025-Q30)

Elevations were interpolated from a topographic site plan.

See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data (If any).

See Supporting Information for explanation of symbols and abbreviations.

North Campus Steam Tunnel Milwaukee, WI

SITE:

Boring Started: 04-07-2021

9856 S 57th St Franklin, WI

No water observed while drilling

WATER LEVEL OBSERVATIONS

S A

M P

LE

T

Y

SUPPORTING INFORMATION

Contents:

General Notes Unified Soil Classification System

Trace With Modifier

Water Level After a Specified Period of Time

GRAIN SIZE TERMINOLOGYRELATIVE PROPORTIONS OF SAND AND GRAVEL

Trace With Modifier

Standard Penetration or N-Value

Blows/Ft.

Descriptive Term (Consistency)

Loose

Very Stiff

Standard Penetration or N-Value

Blows/Ft.

Ring Sampler Blows/Ft.

Ring Sampler Blows/Ft.

Medium Dense

Dense

Very Dense

0 - 1 < 3

4 - 9 2 - 4 3 - 4

Medium-Stiff 5 - 9

30 - 50

W A

T E

R L

E V

E L

Auger

Shelby Tube

Ring Sampler

Grab Sample

8 - 15

Split Spoon

Macro Core

Rock Core

PLASTICITY DESCRIPTION

Term

< 15 15 - 29 > 30

Descriptive Term(s) of other constituents

Water Initially Encountered

Water Level After a Specified Period of Time

Major Component of Sample

Percent of Dry Weight

(More than 50% retained on No. 200 sieve.)

Density determined by Standard Penetration Resistance

Includes gravels, sands and silts.

Hard

Very Loose 0 - 3 0 - 6 Very Soft

7 - 18 Soft

10 - 29 19 - 58

59 - 98 Stiff less than 500

500 to 1,000

1,000 to 2,000

2,000 to 4,000

4,000 to 8,000> 99

LOCATION AND ELEVATION NOTES

S A

M P

L

IN

G

F

IE

L D

T E

S T

S

(HP)

(T)

(b/f)

(PID)

(OVA)

DESCRIPTION OF SYMBOLS AND ABBREVIATIONS

Descriptive Term (Density)

Non-plastic Low Medium High

Boulders Cobbles Gravel Sand Silt or Clay

10 - 18

> 50 15 - 30 19 - 42

> 30 > 42

Hand Penetrometer

Torvane

Standard Penetration Test (blows per foot)

Photo-Ionization Detector

Organic Vapor Analyzer

Water levels indicated on the soil boring logs are the levels measured in the borehole at the times indicated.

Groundwater level variations will occur over time. In low permeability soils, accurate determination of groundwater levels is not possible with short term water level observations.

CONSISTENCY OF FINE-GRAINED SOILS

(50% or more passing the No. 200 sieve.)

Consistency determined by laboratory shear strength testing, field visual-manual procedures or standard penetration resistance

DESCRIPTIVE SOIL CLASSIFICATION

> 8,000

Unless otherwise noted, Latitude and Longitude are approximately determined using a hand-held GPS device. The accuracy of such devices is variable. Surface elevation data annotated with +/- indicates that no actual topographical survey was conducted to confirm the surface elevation. Instead, the surface elevation was approximately determined from topographic maps of the area.

Soil classification is based on the Unified Soil Classification System. Coarse Grained Soils have more than 50% of their dry weight retained on a #200 sieve; their principal descriptors are: boulders, cobbles, gravel or sand. Fine Grained Soils have less than 50% of their dry weight retained on a #200 sieve; they are principally described as clays if they are plastic, and silts if they are slightly plastic or non-plastic. Major constituents may be added as modifiers and minor constituents may be added according to the relative proportions based on grain size. In addition to gradation, coarse-grained soils are defined on the basis of their in-place relative density and fine-grained soils on the basis of their consistency.

Plasticity Index

1 - 10 11 - 30

> 30

RELATIVE PROPORTIONS OF FINES

Descriptive Term(s) of other constituents

Percent of Dry Weight

< 5 5 - 12 > 12

No Recovery

RELATIVE DENSITY OF COARSE-GRAINED SOILS

Particle Size

Over 12 in. (300 mm) 12 in. to 3 in. (300mm to 75mm) 3 in. to #4 sieve (75mm to 4.75 mm) #4 to #200 sieve (4.75mm to 0.075mm Passing #200 sieve (0.075mm)

S T

R E

N G

T H

T E

R M

S Unconfined Compressive Strength, Qu, psf

4 - 8

GENERAL NOTES

Exhibit C-2

UNIFIED SOIL CLASSIFICATION SYSTEM

Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests A

Soil Classification

Group

Symbol Group Name

B

Coarse Grained Soils:

More than 50% retained on No. 200 sieve

Gravels:

More than 50% of coarse fraction retained on No. 4 sieve

Clean Gravels:

Less than 5% fines C

Cu 4 and 1 Cc 3

GW Well-graded gravel F

Cu 4 and/or 1 Cc 3

GP Poorly graded gravel

Gravels with Fines:

More than 12% fines C

Fines classify as ML or MH GM Silty gravel F,G,H

Fines classify as CL or CH GC Clayey gravel F,G,H

Sands:

50% or more of coarse fraction passes No. 4 sieve

Clean Sands:

Less than 5% fines D

Cu 6 and 1 Cc 3

SW Well-graded sand I

Cu 6 and/or 1 Cc 3

SP Poorly graded sand I

Sands with Fines:

More than 12% fines D

Fines classify as ML or MH SM Silty sand G,H,I

Fines classify as CL or CH SC Clayey sand G,H,I

Fine-Grained Soils:

50% or more passes the

No. 200 sieve

Silts and Clays:

Liquid limit less than 50

Inorganic:

PI 7 and plots on or above “A” line

J CL Lean clay

K,L,M

PI 4 or plots below “A” line J ML Silt

Organic:

Liquid limit - oven dried

0.75 OL

Organic clay

K,L,M,N

Liquid limit - not dried Organic silt K,L,M,O

Silts and Clays:

Liquid limit 50 or more

Inorganic:

PI plots on or above “A” line CH Fat clay

PI plots below “A” line MH Elastic Silt

Organic:

Liquid limit - oven dried

0.75 OH

Organic clay

K,L,M,P

Liquid limit - not dried Organic silt K,L,M,Q

Highly organic soils: Primarily organic matter, dark in color, and organic odor PT Peat

A Based on the material passing the 3-inch (75-mm) sieve

B If field sample contained cobbles or boulders, or both, add “with cobbles or boulders, or both” to group name.

C

Gravels with 5 to 12% fines require dual symbols: GW-GM well-graded gravel with silt, GW-GC well-graded gravel with clay, GP-GM poorly graded gravel with silt, GP-GC poorly graded gravel with clay.

D

Sands with 5 to 12% fines require dual symbols: SW-SM well-graded sand with silt, SW-SC well-graded sand with clay, SP-SM poorly graded sand with silt, SP-SC poorly graded sand with clay

E Cu = D60/D10 Cc =

DxD

)(D

If soil contains 15% sand, add “with sand” to group name.

G If fines classify as CL-ML, use dual symbol GC-GM, or SC-SM.

H If fines are organic, add “with organic fines” to group name.

I If soil contains 15% gravel, add “with gravel” to group name.

J If Atterberg limits plot in shaded area, soil is a CL-ML, silty clay.

K If soil contains 15 to 29% plus No. 200, add “with sand” or “with gravel,” whichever is predominant.

L

If soil contains 30% plus No. 200 predominantly sand, add “sandy” to group name.

M

If soil contains 30% plus No. 200, predominantly gravel, add

“gravelly” to group name.

N

PI 4 and plots on or above “A” line.

O

PI 4 or plots below “A” line.

P

PI plots on or above “A” line.

Q

PI plots below “A” line.