Bid Geotechnical Report_823CM3024 Renovate Roads and FCA Corrections at Wood NC.pdf

R e p o r t Co v e r P ag e

Wood National Cemetery Road Improvements Geotechnical Engineering Report

Milwaukee, Wisconsin

April 25, 2025 | Terracon Project No. 58245229R1

Prepared for:

Vali Cooper International

56 Lous Prima Drive, Suite B

Convington, LA 70433

9856 South 57th Street

Franklin, WI 53132

P (414) 423-0255

Terracon.com

Facilities | Environmental | Geotechnical | Materials

R e p o r t Co v e r L et t e r to S ig n

April 25, 2025

Vali Cooper International 56 Lous Prima Drive, Suite B Convington, LA 70433

Attn: Mr. Jordan Vandermeer E: Jordan.vandermeer@valiint.com

Re: Geotechnical Engineering Report Wood National Cemetery Road Improvements Milwaukee, Wisconsin Terracon Project No. 58245229R1

Dear Mr. Vandermeer:

We have completed the scope of Geotechnical Engineering services for the referenced project in general accordance with the purchase order dated December 23, 2024. This report presents the findings of the subsurface exploration and provides geotechnical recommendations concerning earthwork and the design and construction of pavements for the proposed project. This report has been revised to include a minimum recommended pavement sections for the proposed roads.

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.

Juan Arreola, EIT Jeremy Thomas, PE Staff Engineer Senior Engineer

Geotechnical Engineering Report

Wood National Cemetery Road Improvements |Milwaukee, Wisconsin

April 25, 2025 | Terracon Project No. 58245229R1

Facilities | Environmental | Geotechnical | Materials i

Table of Contents

Introduction Project Description Site Conditions Geotechnical Characterization

Subsurface Profile Subsurface Water Conditions

Geotechnical Overview Earthwork

Roadway Subgrade Preparation Fill Material Types Fill Placement and Compaction Requirements Grading and Drainage Earthwork Construction Considerations Construction Observation and Testing

Pavements Pavement Subgrade Recommendations Pavement Section Thicknesses Pavement Drainage Pavement Maintenance

General Comments Attachments

April 25, 2025 | Terracon Project No. 58245229R1

Facilities | Environmental | Geotechnical | Materials ii

Attachments

Exploration and Testing Procedures Site Location and Exploration Plans Exploration and Laboratory Results Supporting Information

Note: This report was originally delivered in a web-based format. Blue 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.

Refer to each individual Attachment for a listing of contents.

April 25, 2025 | Terracon Project No. 58245229R1

Facilities | Environmental | Geotechnical | Materials 1

Introduction

This report presents the results of our subsurface exploration and Geotechnical Engineering services performed for the Wood National Cemetery Road Improvements in Milwaukee, Wisconsin. The purpose of these services was to provide information and geotechnical engineering recommendations relative to:

Subsurface soil conditions

Groundwater conditions

Site preparation and earthwork

Pavement design and construction

The geotechnical engineering Scope of Services for this project included the advancement of 14 test borings to the approximate depth of 5 feet below the existing grades, laboratory testing, engineering analysis, and preparation of this report.

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

Project Description

Our initial understanding of the project was provided in our proposal and was discussed during project planning. 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

An email request for proposal was provided by Vali Cooper on October 7, 2024. The request included the proposed pavement improvement areas.

April 25, 2025 | Terracon Project No. 58245229R1

Facilities | Environmental | Geotechnical | Materials 2

Item Description

Project Description

It is understood that several internal roads are planned to be either rehabilitated or reconstructed. The results of yet to be completed pavement evaluation will determine the planned pavement repair. The four areas being considered for repair are referred to in this report as:

Afton Circle

Section 4

Historic

Building 1300

Grading/Slopes Final grades are not anticipated to vary more than one foot from the existing top of pavement elevation.

Pavements

A preferred pavement surfacing has not been identified to us as part of the preliminary information. Both asphalt and concrete surfacing is common in the area for projects. The anticipated traffic amount provided by Vali Cooper is 200 cars per day. A 25-yard dump trump will also be used in the maintenance yard. The pavement design period is 20 years.

Terracon should be notified if any of the above information is inconsistent with the planned construction, especially the grading limits, as modifications to our recommendations may be necessary.

Site Conditions

The following description of site conditions is derived from our site visit in association with the field exploration and our review of publicly available geologic and topographic maps.

Item Description

Parcel Information

The project areas including the following paved areas:

Afton Circle – Afton Court

Section 4 – Pathway along Zablocki Drive

Historic – Walker Road, Juneau Avenue, American War Mothers Avenue, and Kilbourn Circle

Building 1300 – Access road south of Flower Drive and driveway off of Lake Wheeler Drive

See Site Location

April 25, 2025 | Terracon Project No. 58245229R1

Facilities | Environmental | Geotechnical | Materials 3

Item Description

Existing Improvements

The existing roadways are two lanes and asphalt paved.

Existing Topography

A topographic survey was not provided. Based on publicly available topographic data, the topography of the project areas is as follows:

Afton Circle – sloped with elevation ranging from 660 to 667 ft Section 4 – sloped with elevation ranging from 668 to 670 ft Historic – sloped with elevation ranging from 668 to 700 ft Building 1300 – sloped with elevation ranging from 631 to 639 ft

Geotechnical Characterization

Subsurface Profile

We have developed general characterizations of the subsurface conditions based upon our review of the subsurface exploration, laboratory data, geologic setting and our understanding of the project. These characterizations, termed GeoModels, form the basis of our geotechnical calculations and evaluation of the site. Conditions observed at each exploration point are indicated on the individual logs. The individual logs can be found in the Exploration Results attachment of this report. A GeoModel has been developed for each project area.

As part of our analyses, we identified the following model layers within the subsurface profile. For a more detailed view of the model layer depths at each boring location, refer to the GeoModels.

Model Layer

Layer Name General Description

Existing

Pavement Section

Asphalt 3 to 6 inches thick underlain by 4.5 to 36 inches of aggregate base course.

2 Existing Fill Existing fill consisting of poorly graded gravel and lean clay with varying amounts of sand, gravel and organic material. Fill was observed in all borings.

April 25, 2025 | Terracon Project No. 58245229R1

Facilities | Environmental | Geotechnical | Materials 4

3 Native Clay

Native brown lean clay with varying amounts of sand and gravel. Observed in a hard condition. Hand penetrometer values were observed to be 4.5 tons per square foot (tsf). Moisture contents ranged from 16% to 17%.

The geotechnical characterization forms the basis of our geotechnical evaluation of site preparation, foundation options and pavement options. As noted in General Comments, the characterization is based upon widely spaced exploration points across the site, and variations are likely.

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.

Subsurface Water Conditions

The boreholes were observed while drilling and after completion for the presence and level of groundwater. No free water was observed to enter the boreholes during drilling operations or for the short period after removal of augers, before backfilling. Moisture contents of the recovered soil samples can be found on the boring logs in Exploration Results.

As stated, groundwater was not observed in the borings while drilling, or for the short duration the borings could remain open. However, this does not necessarily mean the borings terminated above groundwater, or the water levels summarized above are stable groundwater levels. Due to the low permeability of the soils encountered in the borings, a relatively long period may be necessary for a groundwater level to develop and stabilize in a borehole. Long term observations in piezometers or observation wells sealed from the influence of surface water are often required to define groundwater levels in materials of this type.

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 Overview

The near surface, lean clay fill soils could become unstable with typical earthwork and construction traffic, especially after precipitation events. If possible, the grading should

April 25, 2025 | Terracon Project No. 58245229R1

Facilities | Environmental | Geotechnical | Materials 5 be performed during the warmer and drier times of the year. If grading is performed during the wetter months, an increased risk for possible undercutting and replacement of unstable subgrade will persist. If earthwork operations are occurring in wetter times of the year and unstable soils are observed, chemical stabilization could also be considered for the near surface clay fill subgrade soils to create a stable platform during earthwork operations. Additional site preparation recommendations are provided in the Earthwork section.

The near surface soils near borings H-2 and H-6 were observed to contain a higher moisture content (above 20%) and will likely be unstable in its current condition.

Additionally, soils near borings 4-1 and 1300-1 were observed to contain wood and organic material and are likely to be unstable. It is recommended to remove the unstable and unsuitable soils and backfill with geogrid and stone.

The recommendations contained in this report are based upon the results of field and laboratory testing (presented in the Exploration Results), engineering analyses, and our current understanding of the proposed project. The General Comments section provides an understanding of the report limitations.

Earthwork

The following sections provide recommendations for use in the preparation of specifications for the work. Recommendations include critical quality criteria, as necessary, to render the site in the state considered in our geotechnical engineering evaluation for pavements.

Roadway Subgrade Preparation

Site preparation for the new roads will require the removal of the existing pavement section (asphalt and base course materials). Once initial stripping has been completed, the exposed subgrade soils should be proofrolled to delineate any unstable areas.

Proofrolling of cohesive soils can be accomplished using a loaded tandem-axle dump truck with a gross weight of at least 25 tons, or similarly loaded equipment. The proofrolling should be performed under the direction of the Geotechnical Engineer. Soils that deflect or rut in excess of 1” should be considered unstable and require stabilization. In those areas, a series of dynamic cone penetrometers should be conducted to determine the vertical and lateral extent of unsuitable material. Stabilization can include removal and replacement of the unsuitable material and replacement with structural fill. Alternatively, a stabilization design using geogrid reinforcement and stone can be developed based on the dynamic cone penetrometer results to reduce the depth of the overexcavation that may be required.

April 25, 2025 | Terracon Project No. 58245229R1

Facilities | Environmental | Geotechnical | Materials 6

If removal and replacement of unsuitable soils is completed in a clay subgrade by using granular soils within 4 feet of the final pavement subgrade, then to avoid the “bathtub” effect, the undercut areas should be sloped to a drain tile which is in turn sloped to the nearest storm sewer or pond. The drain tile should be a minimum 4 inches in diameter and have a minimum slope of ½ percent.

Fill Material Types

Fill required to achieve design grade should be classified as structural fill and general fill.

Structural fill is material used below, or within 10 feet of pavements or constructed slopes.

General fill is material used to achieve grade outside of these areas. Earthen materials used for structural and general fill should meet the following material property requirements.

Soil Type 1, 2 USCS Classification

Acceptable Locations for Placement

Granular

GW, GP, GM, GC

SW, SP, SM, SC

5% to 15% passing #200 sieve

Below/adjacent to pavements, not in undercut areas. If these soils are placed over clay soils, draintile should be used to drain ponding water.

Granular Crushed limestone or crushed concrete meeting WisDOT

Section 305 for 1¼”

Undercut areas or aggregate base.

Cohesive CL or CL/ML General Fill

Unsuitable Soils ML, OL or CH General Fill

1. Structural fill should consist of approved materials that are free of organic matter and debris. Frozen material should not be used, and fill should not be placed on a frozen subgrade. A sample of each material type should be submitted to Terracon for evaluation prior to use on this site.

2. Any organic materials, rock fragments larger than 3 inches, and other unsuitable materials should be removed prior to use as structural fill.

Fill Placement and Compaction Requirements

Structural and general fill should meet the following compaction requirements.

April 25, 2025 | Terracon Project No. 58245229R1

Facilities | Environmental | Geotechnical | Materials 7

Item Description

Maximum Fill Lift Thickness

9 inches or less in loose thickness when heavy, self-propelled compaction equipment is used

4 inches in loose thickness when hand-guided equipment (i.e., a jumping jack or plate compactor) is used

Minimum Compaction

Requirements 1, 2, 3

95% of the maximum dry density as obtained by the modified Proctor (ASTM D1557) within and to a distance of 5 feet from the edge of the roadway

90% of the maximum dry density as obtained by the modified Proctor (ASTM D1557) more than 5 feet from planned roadway edge

95% of the of the maximum dry density as obtained by the standard Proctor (ASTM D698)

Moisture Content Range 1 within 2% below to 3% above the modified Proctor optimum moisture content at the time of placement and compaction granular materials should be compacted within workable moisture levels

1. We recommend that structural fill be tested for moisture content and compaction during placement. Should the results of the in-place density tests indicate the specified moisture or compaction limits have not been met, the area represented by the test should be reworked and retested as required until the specified moisture and compaction requirements are achieved.

2. If the granular material is coarse sand, crushed limestone, or gravel, of a uniform size, or has a low fines content, compaction should be observed to ensure that each lift is placed in the recommended thickness and compacted using proper equipment. The clean granular soils should be compacted to at least 65% of relative density until they are not observed to yield.

3. Specifically, moisture levels should be maintained to achieve compaction without bulking during placement or pumping when proofrolled.

Grading and Drainage

During construction, grades should be developed to direct surface water flow away from or around the site. Exposed subgrades should be sloped to provide positive drainage so that saturation of subgrades is avoided. Surface water should not be permitted to accumulate on the site. The granular base course should be protected from water inflow along drainage paths.

April 25, 2025 | Terracon Project No. 58245229R1

Facilities | Environmental | Geotechnical | Materials 8

Earthwork Construction Considerations

Terracon should be retained during the construction phase of the project to observe earthwork and to perform necessary tests and observations during subgrade preparation, proofrolling, placement and compaction of controlled compacted fills, and backfilling of excavations into the completed subgrade.

Upon completion of filling and grading, care should be taken to maintain the soil subgrade’s moisture content. Construction traffic over completed soil subgrades should be avoided to the extent practical. The site should also be graded to prevent ponding of surface water on the prepared subgrades or in excavations. Any water that collects over or adjacent to construction areas should be promptly removed. If the subgrade should become frozen, desiccated, saturated, or disturbed, the affected material should be removed and replaced with structural fill, or these materials should be scarified, moisture conditioned, and recompacted prior to floor slab construction and observed by Terracon.

Where present, care should be taken to avoid disturbance of prepared subgrade soils. The on-site soils are easily disturbed, especially by construction traffic. Construction traffic should not operate directly on saturated or low strength soils. If the subgrade becomes saturated, desiccated, or disturbed, the affected materials should either be scarified and compacted or be removed and replaced as previously discussed. Subgrades should be observed and tested by Terracon prior to construction.

Based on conditions encountered at the boring locations, earthwork for site/pavement stripping and typical undercutting of less than 3 feet are not expected to encounter sustained or prevalent perched water; however, where deeper excavations are required (such as for utility trenching) groundwater may be encountered, if seepage is encountered, the contractor is responsible for employing appropriate dewatering methods to control seepage and facilitate construction. In our experience, dewatering of shallow excavations can typically be accomplished with sump pits and pumps. The contractor is responsible for employing appropriate dewatering methods to control seepage and facilitate construction.

As a minimum, excavations should be performed in accordance with OSHA 29 CFR, Part 1926, Subpart P, “Excavations” and its appendices, as well as other applicable codes, and in accordance with any applicable local, state, and federal safety regulations. The contractor should be aware that slope height, slope inclination, and excavation depth should in no instance exceed those specified by these safety regulations.

Flatter slopes than those dictated by these regulations may be required depending upon the soil conditions encountered and other external factors. These regulations are strictly enforced and if they are not followed, the owner, the contractor, and/or earthwork and utility subcontractor could be liable and subject to substantial penalties. Under no circumstances should the information provided in this report be interpreted to mean that Terracon is responsible for construction site safety or the contractor’s activities.

April 25, 2025 | Terracon Project No. 58245229R1

Facilities | Environmental | Geotechnical | Materials 9

Construction site safety is the sole responsibility of the contractor who shall also be solely responsible for the means, methods, and sequencing of the construction operations.

Construction Observation and Testing

The earthwork efforts should be monitored under the direction of the Geotechnical Engineer. Monitoring should include documentation of adequate removal of topsoil, demolition/backfilling of existing structures/pavements/utilities, proofrolling, and mitigation of areas delineated by the proofroll to require mitigation.

Each lift of compacted fill, if required, should be tested, evaluated, and reworked as necessary until approved by the Geotechnical Engineer prior to placement of additional lifts. Each lift of fill should be tested for density and water content at a frequency of at least one test for every 2,500 square feet of compacted fill in the building areas and 5,000 square feet in pavement areas. One density and water content test for every 50 linear feet of compacted utility trench backfill.

In addition to the documentation of the essential parameters necessary for construction, the continuation of the Geotechnical Engineer into the construction phase of the project provides the continuity to maintain the Geotechnical Engineer’s evaluation of subsurface conditions, including assessing variations and associated design changes.

Pavements

Pavement Subgrade Recommendations

Prior to placement of fill to raise grades and paving, the pavement subgrade should be prepared as outlined in the Earthwork section of this report.

Pavement Section Thicknesses

All pavements should be designed for the types and volumes of traffic, subgrade, and drainage conditions that are anticipated. Vali Cooper estimated a daily traffic amount of 200 vehicles and rare uses of a 25 yard dump truck.

The minimum thicknesses provided are based on 18-kip Equivalent Single Axle Load Applications (ESAL18) over a 20-year design life, which are provided in the table below.

Traffic patterns and anticipated loading conditions are as follows:

April 25, 2025 | Terracon Project No. 58245229R1

Facilities | Environmental | Geotechnical | Materials 10

Design Traffic

Pavement Type Location Flexible Design ESAL’s

Values

Standard Duty Site Roadways 30,000

Heavy Duty Maintenance Yard 60,000

The following pavement design parameters were used in our evaluation of estimating minimum pavement sections for the project.

Pavement Design Input

Input Parameter Asphalt Concrete

Reliability 90% 90%

Initial Serviceability 4.2 4.5

Terminal Serviceability 2.0 2.0

Standard Deviation 0.45 0.35

Load Transfer --- 3.6

Drainage 1.0 1.0

Based upon the estimated design parameters listed above, we have developed recommended minimum pavement sections for Asphaltic Concrete (AC) and Portland Cement Concrete (PCC) pavements, where the subgrade appears firm under proofrolling at the time of construction. The recommended minimum pavement sections are provided in the following table. Greater pavement and/or base course thicknesses may be required for greater expected traffic loads and volumes, or if poorer subgrade conditions are encountered.

The following table provides our estimated minimum thickness of AC pavements.

Asphaltic Concrete (AC) Design

Layer Thickness (inches)

Standard Duty Pavement Heavy Duty Pavement

AC Surface 1 1.5 2

AC Binder 2 2 2

Aggregate Base 3 8 9

April 25, 2025 | Terracon Project No. 58245229R1

Facilities | Environmental | Geotechnical | Materials 11

Asphaltic Concrete (AC) Design

Layer Thickness (inches)

Standard Duty Pavement Heavy Duty Pavement

1. Surface course, WisDOT Specifications for No. 4 (12.5 mm) Hot Mix Asphalt (HMA)

2. Binder course, WisDOT Specifications for No. 4 (12.5 mm) HMA

3. The base course aggregate beneath the new pavement should conform to the 1-1/4-inch Dense Graded Base listed in Section 305 of the WisDOT Standard Specifications (current edition)

The following table provides our estimated minimum thickness of PCC pavements.

Portland Cement Concrete (PCC) Design

Layer Thickness (inches) Thickness (inches)

Standard Duty Pavement Heavy Duty Pavement 3

PCC 1 5 6

Aggregate

Base 2 6 6

1. Portland cement concrete pavements are recommended for roadways and areas subjected to repeated truck traffic and truck turning areas.

2. The base course aggregate beneath the new pavement should conform to the 1-1/4-inch Dense Graded Base listed in Section 305 of the WisDOT Standard Specifications (current edition).

3. PCC should be considered for areas of anticipated heavy traffic, fire trucks, delivery trucks, or concentrated loads (e.g., dumpster pads), and areas with repeated turning or maneuvering of heavy vehicles.

Pavement Drainage

The pavement design parameters provided above are based on no significant increase in the subgrade moisture contents. Paved areas should be sloped to provide rapid drainage of surface water and to drain water away from the pavement edges. Water should not be allowed to accumulate on or adjacent to the pavement, since this could saturate and soften the subgrade soils and subsequently accelerate pavement deterioration. Periodic maintenance of the pavements will be required. Cracks should be sealed, and areas exhibiting distress should be repaired promptly to help prevent further deterioration. Even with periodic maintenance, some movement and related cracking may still occur, and repairs may be required.

April 25, 2025 | Terracon Project No. 58245229R1

Facilities | Environmental | Geotechnical | Materials 12

Pavement Maintenance

With any pavement, periodic upkeep should be anticipated. Preventive maintenance should be planned and provided for through an on-going pavement management program.

Maintenance activities are intended to slow the rate of pavement deterioration and to preserve the pavement investment. Pavement care consists of both localized (e.g., crack and joint sealing and patching) and global maintenance (e.g., surface sealing). Additional engineering consultation is recommended to determine the type and extent of a cost-effective program. Even with periodic maintenance, some movements and related cracking may still occur, and repairs may be required.

Pavement performance is affected by its surroundings. In addition to providing preventive maintenance, the civil engineer should consider the following recommendations in the design and layout of pavements:

Final grade adjacent to paved areas should slope down from the edges at a minimum 2%.

Subgrade and pavement surfaces should have a minimum 2% slope to promote proper surface drainage.

Install pavement drainage systems surrounding areas anticipated for frequent wetting.

Install joint sealant and seal cracks immediately.

Seal all landscaped areas in or adjacent to pavements to reduce moisture migration to subgrade soils.

Place compacted, low permeability backfill against the exterior side of curb and gutter.

Place curb, gutter and/or sidewalk directly on clay subgrade soils rather than on unbound granular base course materials.

General Comments

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.

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 this 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.

April 25, 2025 | Terracon Project No. 58245229R1

Facilities | Environmental | Geotechnical | Materials 13

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 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 third parties. Any use or reliance of the provided information by third parties is done solely at their own risk. No warranties, either express or implied, are intended or made.

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 affect 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. Construction and site development have the potential to affect adjacent properties. Such impacts can include damages due to vibration, modification of groundwater/surface water flow during construction, foundation movement due to undermining or subsidence from excavation, as well as noise or air quality concerns. Evaluation of these items on nearby properties are commonly associated with contractor means and methods and are not addressed in this report. The owner and contractor should consider a preconstruction/precondition survey of surrounding development. 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.

April 25, 2025 | Terracon Project No. 58245229R1

Facilities | Environmental | Geotechnical | Materials

Attachments

April 25, 2025 | Terracon Project No. 58245229R1

Facilities | Environmental | Geotechnical | Materials

Exploration and Testing Procedures

Field Exploration

Number of Borings Planned Boring Depth

(feet) 1 Location 2

4-1 and 4-2 5 Section 4

H-1 5 Historic - Walker Drive

H-2, H-5, and H-7 5 Historic - Juneau Ave

H-3 and H-4 5 Historic - American War Mothers

Ave

H-6 5 Historic - Kilbourn Circle

A-1 to A-3 5 Afton Circle - Afton Court

1300-1 and 1300-2 5 Building 1300

1. Below the ground surface

2. The boring locations are shown on the attached Exploration Plan – Exhibit E.

Boring Layout and Elevations: Coordinates were obtained with a handheld GPS unit (estimated horizontal accuracy of about ±20 feet) and using existing site features.

Elevations were not provided for inclusion within this report.

Subsurface Exploration Procedures: We advanced the soil borings using continuous hollow stem augers. Samples were collected at 2.5 foot intervals for the full depth 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. The samples were placed in appropriate containers, taken to our laboratory for testing, and classified by the project engineer. In addition, we observed and recorded subsurface water levels during drilling and after boring completion. The borings were backfilled with bentonite chips and auger cuttings after drilling.

Our exploration team prepared field boring logs as part of standard drilling operations.

These logs include sampling depths, penetration distances, and other relevant sampling information, visual classifications of materials encountered during drilling, and our interpretation of subsurface conditions between samples. Report logs were prepared from the field logs and incorporated the project engineer's interpretation of the field logs and

April 25, 2025 | Terracon Project No. 58245229R1

Facilities | Environmental | Geotechnical | Materials include modifications based on observations and laboratory tests of the samples in our laboratory.

Laboratory Testing

The samples were tested in the laboratory to measure their natural water content and unconfined compressive strength using a pocket penetrometer, 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.

Wood National Cemetery Road Improvements | Milwaukee, Wisconsin

April 25, 2025 | Terracon Project No. 58245229R1

Facilities | Environmental | Geotechnical | Materials

Site Location and Exploration Plans

Contents:

Site Location Plan Exploration Plan

Note: All attachments are one page unless noted above.

Note to Preparer: This is a large table with outside borders.

Just click inside the table above this text box, then paste your GIS Toolbox image.

When paragraph markers are turned on you may notice a line of hidden text above and outside the table – please leave that

Exhibit E –Exploration Plan-Section 4

DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES

Note to Preparer: This is a large table with outside borders. Just click inside the table above this text box, then paste your GIS Toolbox image.

paragraph markers are turned on you may notice a line of hidden text above and outside the table – please leave that alone. Limit editing to inside the table.

Exhibit E –Exploration Plan-Historic Roadways

DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES inside the table above this text box, then paste your GIS Toolbox image.

paragraph markers are turned on you may notice a line of hidden text above and outside the table – please leave that alone. Limit editing to inside the table.

Exhibit E –Exploration Plan-Building 1300 inside the table above this text box, then paste your GIS Toolbox image.

paragraph markers are turned on you may notice a line of hidden text above and outside the table – please leave that alone. Limit editing to inside the table.

Exhibit E –Exploration Plan-Afton Circle

Exploration and Laboratory Results

Contents:

GeoModels (Section 4, Historic Roadways, Building 1300, Afton Circle) Boring Logs (4-1 and 4-2, A-1 to A-3, H-1 to H-7, 1300-1 and 1300-2)

H B

W R

U U

R

- 4

W R

U U

- H R w

W R

U U

- Bu 00

W R

U U

Supporting Information

Contents:

General Notes Unified Soil Classification System

April 25, 2025 | Terracon Project No. 58245229R1

Facilities | Environmental | Geotechnical | Materials

General Notes

DESCRIPTION OF SYMBOLS AND ABBREVIATIONS

SAMPLING WATER LEVEL FIELD TESTS

Water Initially Encountered (HP) Hand Penetrometer

Auger Split Spoon Water Level After a Specified Period (T) Torvane of Time

Water Level After a Specified Period (b/f) Standard Penetration Test (blows per foot)Shelby Tube Macro Core of Time

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

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

(PID) Photo-Ionization Detector

Ring Sampler Rock Core (OVA) Organic Vapor Analyzer

(DCP) Dynamic Cone Penetrometer

Grab Sample No Recovery

DESCRIPTIVE SOIL CLASSIFICATION

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.

LOCATION AND ELEVATION NOTES

Unless otherwise noted, Latitude and Longitude are approximately determined using a hand-held GPS de-vice. 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.

STRENGTH TERMS

RELATIVE DENSITY OF COARSE-GRAINED SOILS

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

Density determined by Standard Penetration Resistance

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 Term (Density)

Standard Penetration or N- Value

Blows/Ft.

Descriptive Term (Consistency)

Unconfined Compressive Strength, Qu, tsf

Standard Penetration or N- Value

Blows/Ft.

Very Loose 0 – 3 Very Soft Less than 0.25 0 – 1

Loose 4 – 9 Soft 0.25 to 0.50 2 – 4

Medium Dense 10 – 29 Medium Stiff 0.50 to 1.00 4 – 8

Dense 30 – 50 Stiff 1.00 to 2.00 8 – 15

Very Dense > 50 Very Stiff 2.00 to 4.00 15 – 30

Hard > 4.00 > 30

RELATIVE PROPORTIONS OF SAND AND GRAVEL GRAIN SIZE TERMINOLOGY

Descriptive term(s) of other constituents

Percent (%) of dry weight Major component of sample

Particle size

Trace < 15 Boulders Over 12 in. (300mm)

With 15 – 29 Cobbles 12 in. to 3 in. (300mm to 75mm)

Modifier > 30 Gravel 3 in. to #4 sieve (75mm to 4.75mm)

Sand #4 to #200 sieve (4.75mm to 0.075mm)

Silt or Clay Passing #200 sieve (0.075mm)

RELATIVE PROPORTIONS OF FINES PLASTICITY DESCRIPTION

Descriptive term(s) of other constituents Percent (%) of dry weight Term Plasticity Index

Trace < 5 Non plastic 0

With 5 – 12 Low 1 – 10

Modifier > 12 Medium 11 – 30

High > 30

April 25, 2025 | Terracon Project No. 58245229R1

Facilities | Environmental | Geotechnical | Materials

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 E GW Well-graded gravel F

Cu<4 and/or [Cc<1 or Cc>3.0] E GP Poorly graded gravel F

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 E SW Well-graded sand I

Cu<6 and/or [Cc<1 or Cc>3.0] E 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

Inorganic:

PI > 7 and plots above “A” line J CL Lean clay K, L, M

PI < 4 or plots below “A” line J ML Silt K, L, M

Organic: < 0.75 OL Organic clay K, L, M, N

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 K, L, M

PI plots below “A” line MH Elastic silt K, L, M

Organic: < 0.75 OH Organic clay K, L, M, P

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 =

F 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.

DxD

)(D