W911SA23B2001 ATTACHMENT 6 Geotechnical Report 95 Draft Building 2000.pdf

Geotechnical Investigation and Pavement Design

Building 2000 Pavements Contract No. W911SA-19-D-2001

USAMC 162583

Fort McCoy, Wisconsin | December 10, 2021

Geotechnical Investigation and Pavement Design Building 2000

Fort McCoy, Wisconsin

Prepared for:

US Army

Prepared by:

Short Elliott Hendrickson Inc.

3535 Vadnais Center Drive

St. Paul, MN 55110

I,Wayne Wambold, hereby certify that I am a licensed professional engineer in the State of Wisconsin in accordance with the requirements of ch. A-E 4, Wis. Adm. Code; that this document has been prepared in accordance with the Rules of Professional Conduct in

ch. A-E 8, Wis. Adm. Code; and that, to the best of my knowledge, all information contained in this document is correct and the document was prepared in compliance with all applicable requirements in chs. NR 500 to 538, Wis. Adm. Code.

DRAFT

Wayne Wambold, PE PE Number Date

SEH is a registered trademark of Short Elliott Hendrickson Inc.

GEOTECHNICAL INVESTIGATION AND PAVEMENT DESIGN USAMC 162583

i

Contents 1 Introduction

2 Scope of Services

3 Geotechnical Investigation

3.1 Field Investigation

3.2 Laboratory Testing

3.3 Site Conditions

4 Pavement Evaluation

4.1 Proposed Pavement Section

4.2 Construction Considerations

5 Infiltration Basin Considerations

6 Basis of Recommendations

7 References

List of Tables Table 1 – Ground Water Summary Table 2 – Pavement Testing Result Summary Table 3 – Design Estimated Traffic Table 4 – Design Pavement Section

List of Appendices Factual Report of Subsurface Exploration – Proposed Site Improvement Building

2000 (AET Report No. P-0006246 dated October 13, 2021) PCASE Results

USAMC 162583

Geotechnical Investigation and Pavement Design Building 2000 - Fort McCoy, Wisconsin Prepared for US Army

1 Introduction Improvements are planned at Building 2000 in Fort McCoy, Wisconsin. The improvements are intended to improve drainage around the existing building and pavements by constructing new ditches, culverts, or catchments. Additionally, existing pavements are deteriorated and will be reconstructed. Refer to Figure 1 for approximate extents of pavement improvements.

Figure 1. Building 2000 and approximate extends of pavement reconstruction

This report presents the results of the geotechnical investigation and pavement design for proposed improvements around Building 2000 at Fort McCoy in Wisconsin.

GEOTECHNICAL INVESTIGATION AND PAVEMENT DESIGN USAMC 1625832583

2 Scope of Services The scope of services for this investigation included 10 soil borings performed within the existing pavements and surrounding areas and eight pavement cores. The soil borings were standard penetration test (SPT) borings and were drilled in general conformance with ASTM D-1586 to ten feet below grade. Laboratory testing was conducted to aid in classifying site soils.

SEH geotechnical staff evaluated the subsurface conditions and determined parameters used for the pavement design. The following documents below were used for pavement design. Although the project Statement of Work does not require conformance with UFC standards, these were used as guidelines for pavement design with other design engineering based on soils, site use, and local conditions for general parking lot design. These references below are the primary documents used for design for the roads and parking areas. They are also referenced at the end of this report for more detailed information.

1. UFC 3-250-01 Pavement Design for Roads and Parking Areas

2. PCASE version 2.09.06 software.

3 Geotechnical Investigation

3.1 Field Investigation

The subsurface investigation included 10 SPT borings to depths ranging from 5 to 15 feet.

Pavement cores were obtained at 8 select locations. Water levels were recorded after each bore hole was completed. The results of the field exploration program including boring/test locations and borings logs are provided in Appendix A.

3.2 Laboratory Testing

Soil samples were placed in water-tight jars and brought to American Engineering Testing (AET) for classification tests consisting of moisture content tests and sieve analysis tests. Laboratory test results are in Appendix A.

3.3 Site Conditions

Site soils primarily consist of fine- to medium-grained silty sand and sand with varying amounts of silt. The sand varied from very loose to dense. Native sands encountered below surficial fill and pavement layers generally contained low amounts of fines (4 to 8 percent or less passing the No.

200 Sieve). Per UFC 3-250-01, sandy soils with percent fines ranging from 4 to 8 would be classified in Frost Group S2 and F2.

3.3.1 Ground Water

Water levels were checked after each bore hole was completed. The following table is a summary of the results.

Table 1 – Ground Water Summary

Soil Boring

No.

Location

Surface Elevation

(feet)

Ground Water Depth (feet)

Ground Water Elevation (feet)

SB-01 North Drive 853.5 -1 -1 SB-02 North Drive 853.5 -1 -1 SB-03 North Drainage Area 853.0 -1 -1 SB-04 North Drive 854.5 -1 -1 SB-05 Parking 853.5 -1 -1 SB-06 Parking 853.5 -1 -1 SB-07 East Drainage Area, North End 854.0 10.6 843.4 SB-08 Parking 853.0 -1 -1 SB-09 Interior Drainage 852.5 -1 -1 SB-12 East Drainage Area, North End 851.5 10.4 841.1

1. No free water was observed in the borings for the short duration the boreholes remained open prior to backfilling.

3.3.2 Summary of Pavement Cores

AET performed pavement cores. Table 2 summarizes average pavement thicknesses observed at selected locations. Refer to Appendix A for AET’s report and photos of core samples.

Table 2 – Pavement Testing Result Summary

4 Pavement Evaluation PCASE software version 2.09.06 was used to evaluate the existing pavement using the layer elastic design criteria.

Soil Boring No. Bituminous Thickness (in)

Aggregate Base Thickness (in)

Subgrade Description

SB-01 4 6.5 SP

SB-02 2 10.75 SP-SM

SB-04 3.5 8.25 SP-SM

SB-05 2.5 4 SP

SB-06 3.75 4.75 SP-SM

SB-08 2.75 6.75 SP-SM

SB-10 3 -1 -1

SB-11 3.5 -1 -1

1. Pavement core only aggregate base and subgrade not directly sampled or measured.

Based on discussions with base staff, the traffic mix and volume were estimated for a 25-year design period. The design estimated traffic for the pavements is summarized in Table 3.

Table 3 – Design Estimated Traffic

Vehicles Weight (lb) Passes 1

Car, Passenger 3000 1,365,000 Truck, Large Pickup or SUV 7500 910,000

Truck, 3 Axle 35000 13,000 Truck, 4 Axle 40000 1,300

1. Design passes considering 25-year design period.

4.1 Proposed Pavement Section

The recommended pavement section for Building 2000 is summarized below.

Table 4 – Design Pavement Section

Pavement Layer Thickness (inches) Material or Preparation Requirements

Asphalt Wear Course 1.75 4 LT 58-28 S Asphalt Base Course 1.75 4 LT 58-28 S

Graded-Crushed Aggregate Base 6

Compacted 100% of Standard Proctor Maximum Density

Subgrade NA

Compacted upper 8 inches to 95% of Standard Proctor Maximum Density

4.2 Construction Considerations

4.2.1 Winter Construction

This work at this site is not recommended for winter construction. The following recommendations are provided in the event construction occurs during winter conditions. Do not place asphalt concrete on frozen ground. All ice and snow should be removed from areas to receive fill. No fill should be placed on frozen ground or ground that contains snow or ice.

Utilization of material which requires on-site moisture modification(s) will be impractical and difficult to control compaction levels.

5 Infiltration Considerations Construction of drainage swales or basins to encourage infiltration for manage stormwater at this site appears feasible. Surficial topsoil, pavement, and fill are generally underlain by sandy soils containing relatively low fines contents. Groundwater was observed at approximate depths of 10 ½ feet

The hydraulic conductivity can be estimated for granular materials based on the effective grain size having finer than 10 percent, the percent passing the No. 200 sieve, and the porosity per Equation 20-16 in UFC 3-250-01. The following table estimates hydraulic conductivity based on gradations performed on samples at Boring SB-1, SB-2, SB-3, SB-6, SB-7, SB-8, and SB-12.

Boring ID Depth (ft) Finer than

No. 200 Sieve (%)

Effective Grainsize at 10 percent, D10 (mm)

Porosity, n

Hydraulic Conductivity

(ft/day) Eqn. 20-16 per

UFC 3-250-01

1 1.4 4.2 0.085 0.38 10.4 2 1.5 7.5 0.088 0.38 7.8 3 5 0.3 0.169 0.38 139.2 6 1.3 4.5 0.093 0.38 11.4 7 5 3.5 0.155 0.38 28.3 8 1.6 4.6 0.087 0.38 10.2 12 5 0.1 0.202 0.38 349.1 12 7 2.3 0.113 0.38 22.8

We do not recommend using the estimated hydraulic conductivity ranges for design of infiltration features directly, as these don’t consider that long term infiltration rates may be reduced by siltation and/or biofouling. For design of infiltration features, WDNR Technical Standard 1002 estimates an infiltration rate of 0.50 inches per hour for fine sand soils encountered in the borings.

6 Basis of Recommendations The analysis, conclusions, and recommendations contained in this report are based on the data obtained from the soil borings, the locations of which are indicated in this report, and our interpretation of that data with respect to the proposed structures.

Ground water conditions are extremely susceptible to fluctuation. The period of observation in any one borehole was relatively short and changes can be expected to occur during flooding, due to rainfall or irrigation, spring thaw, drainage and other seasonal and periodic cycles not evident when the observations were made.

This report is intended for use in preparing the plans and specifications for the facility at the location indicated in this report. Use for any other structure or purpose is not recommended without review by a competent professional familiar with the soils at the site and implications with regard to the proposed facilities.

7 References Department of Defense (February 2019) Unified Facility Criteria UFC 3-250-01, Pavement Design for Roads and Parking Areas.

ASTM International (1992) ASTM D-1586, Method for Penetration Test and Split Barrel Sampling of Soils.

B. A. Brown (1988) Bedrock Geology of Wisconsin – West Central Sheet. Wisconsin Geological and Natural History Survey Map

Appendix A Factual Report of Subsurface Exploration – Proposed Site Improvement Building 2000 (AET Report No.

P-0006246 dated October 13, 2021)

FACTUAL REPORT OF

SUBSURFACE EXPLORATION

Proposed Site Improvements Fort McCoy – Building 2000 Fort McCoy, Wisconsin AET Project No. P-0006246

Date:

October 13, 2021

Prepared for:

Short Elliot Hendrickson, Inc.

3535 Vadnais Center Drive St. Paul, Minnesota 55110

This document shall not be reproduced, except in full, without written approval of American Engineering Testing, Inc.

1837 County Highway OO ▪ Chippewa Falls, WI 54729 ▪ 715-861-5045 ▪ Fax 651-651-1379 ▪ www.amengtest.com

AN AFFIRMATIVE ACTION AND EQUAL OPPORTUNITY EMPLOYER

Page i

A AMERICAN

ENGINEERING

TESTING, INC.

October 13, 2021

Mr. Brett Larsen, P.E.

Short Elliot Hendrickson, Inc.

3535 Vadnais Center Drive St. Paul, Minnesota 55110

RE: Factual Report of Subsurface Exploration Proposed Site Improvements Fort McCoy – Building 2000 Fort McCoy, Wisconsin AET Project No. P-0006246

Dear Mr. Larsen:

We are pleased to present the results of our subsurface exploration program we performed for your site improvements project in Fort McCoy, Wisconsin. These services were performed according to our proposal to you dated June 1, 2021.

We are submitting an electronic (PDF) version of this report to you. Unless you request otherwise, we will not submit any printed copies of this report to you.

We have enjoyed working with you on this phase of the project. Please contact us if you have questions about this report or require further assistance.

Sincerely, American Engineering Testing, Inc.

Logan W. Dodd, E.I.T.

Geotechnical Engineer

Factual Report of Subsurface Exploration Proposed Site Improvements; Fort McCoy – Building 2000 Fort McCoy, Wisconsin AMERICAN October 13, 2021 ENGINEERING AET Project No. P-0006246 TESTING, INC.

Copyright 2021 American Engineering Testing, Inc.

All Rights Reserved

Unauthorized use or copying of this document is strictly prohibited by anyone other than the client for the specific project.

Page ii

Signature Page

Prepared for: Prepared by:

Mr. Brett Larsen, P.E. American Engineering Testing, Inc.

Short Elliot Hendrickson, Inc. 1837 County Highway OO 3535 Vadnais Center Drive Chippewa Falls, Wisconsin 54729 St. Paul, Minnesota 55110 (715) 861-5045/www.amengtest.com

Report Authored By: Review Conducted By:

Logan W. Dodd, E.I.T. Blake E. Snyder, P.E. (WI) Geotechnical Engineer Geotechnical Engineer

Fort McCoy, Wisconsin AMERICAN October 13, 2021 ENGINEERING AET Project No. P-0006246 TESTING, INC.

Page iii

TABLE OF CONTENTS

Transmittal Letter ............................................................................................................................. i Signature Page ................................................................................................................................ ii TABLE OF CONTENTS ............................................................................................................... iii

1.0 INTRODUCTION

2.0 SCOPE OF SERVICE

3.0 SUBSURFACE EXPLORATION AND LABORATORY TESTING

4.0 SITE CONDITIONS

4.1 Surface Observations

4.2 Subsurface Soils

4.3 Groundwater

5.0 ASTM STANDARDS

6.0 LIMITATIONS

APPENDIX A Geotechnical Field Exploration and Testing Boring Log Notes Unified Soil Classification System Figure 1 – Boring and DCP Locations Subsurface Boring Logs Gradation Curves Dynamic Cone Penetrometer Test Results Core Pictures SBD-10793 – Soil Evaluation-Storm

APPENDIX B Geotechnical Report Limitations and Guidelines for Use

Fort McCoy, Wisconsin AMERICAN October 13, 2021 ENGINEERING AET Project No. P-0006246 TESTING, INC.

1.0 INTRODUCTION

Short Elliot Hendrickson, Inc. (SEH) is providing engineering services for site improvements at Building 2000 at Fort McCoy in Fort McCoy, Wisconsin. Planned improvements include drainage improvements and pavement replacement. To assist with planning and design, Mr. Brett Larsen, P.E. of SEH, authorized American Engineering Testing, Inc. (AET) to conduct a subsurface exploration program at the site. This factual report presents the results of the above services.

2.0 SCOPE OF SERVICE

AET's services were performed according to our proposal to SEH dated June 1, 2021. The authorized scope consists of the following:

• Eight pavement cores with accompanying dynamic cone penetrometer testing.

• Ten standard penetration test borings to depths of 5 to 15 feet each.

• Visual/manual classification and limited laboratory testing of the recovered soil samples.

• Preparation of this factual report.

These services are intended for geotechnical purposes. The scope is not intended to explore for the presence or extent of environmental contamination.

3.0 SUBSURFACE EXPLORATION AND LABORATORY TESTING

Our subsurface exploration program for this project consisted of drilling ten borings with standard penetration testing (SPT) on September 20 and 21, 2021. We also conducted eight pavement cores with dynamic cone penetrometer (DCP) tests. SEH selected the number, depths, and locations of the borings and DCP tests. They also marked the boring and test locations and provided the surface elevations at each location. The approximate boring and DCP locations are shown on Figure 1 in Appendix A.

Prior to drilling, we contacted Wisconsin Diggers Hotline to locate public underground utilities at the site. We drilled the borings using 3¼-inch-inside-diameter hollow-stem augers. Refer to Appendix A for details on the drilling and sampling methods, the classification methods, and the water level measurement details.

The boring logs are found in Appendix A and contain information concerning soil layering, geologic description, moisture condition, and USCS classifications. Relative density or

Fort McCoy, Wisconsin AMERICAN consistency is also noted for the natural soils, which are based on the standard penetration resistance (N-value).

The DCP field data results, as well as pictures of the eight pavement cores, are found in Appendix A. Note that some of the cores were not recovered in their entirety, and thus the downhole measurement on the boring log may differ from what appears in the core picture.

Wisconsin Department of Safety and Professional Services (DSPS) form SBD-10793 “Soil Evaluation – Storm” is included in Appendix A. This form includes USDA soil classifications, hydraulic application rates established by State of Wisconsin code (based on soil texture), and other characteristics of the soils we encountered in borings SB-07 and SB-12.

Including the requested laboratory testing, we performed thirty-eight moisture content tests, five wash gradation (percent passing the P200 sieve) tests, and twelve sieve analyses on the recovered soil samples. The moisture content and percent of silt/clay particles (%-200) test results are shown on the boring log, adjacent to the sample on which each test was performed. The sieve analysis results are shown on a separate page following the boring logs in Appendix A.

4.0 SITE CONDITIONS

4.1 Surface Observations

On the day we drilled the project area consisted of open lawn space, multiple buildings, and existing pavement areas. The ground surface was relatively flat with a maximum elevation difference among our borings of about 3 feet.

4.2 Subsurface Soils

We measured about 2 to 4 inches of bituminous pavement at the surface of borings SB-01, SB-02, SB-04, SB-05, SB-06, SB-08, SB-10, and SB-11, and about 5 to 20 inches of topsoil at the surface of borings SB-03, SB-07, SB-09, and SB-12. Underlying the pavement and/or topsoil we encountered fill to depths of about 10 inches to 4 feet in each boring, except borings SB-03 and SB-12; the fill depth was not measured in SB-10 or SB-11 since those were pavement core only locations. The fill layer directly below the pavement (possible weathered sandstone) appears to have been placed with the intent to be the base course layer, however the material generally does not meet WisDOT 305 requirements for dense-graded base. The fill soils generally consisted of

Fort McCoy, Wisconsin AMERICAN sand with varying silt and gravel contents. The underlying naturally occurring soils were coarse alluvium consisting of loose to dense sand with varying silt and gravel contents.

4.3 Groundwater

We measured groundwater at depths of 10.6 and 10.4 feet in borings SB-07 and SB-12, respectively, which correspond to elevations of 843.4 and 841.1 feet. We did not encounter groundwater in any other borings drilled for this project. Because the coarse alluvium is relatively fast draining, it is our opinion these depths approximately corresponded to the static water table on the days we drilled. However, groundwater levels will fluctuate due to varying seasonal and annual rainfall and snow melt amounts and other factors. Piezometers would be needed to obtain long-term groundwater level measurements, which was beyond our scope of service.

5.0 ASTM STANDARDS

When we refer to an ASTM Standard in this report, we mean that our services were performed in general accordance with that standard. Compliance with any other standards referenced within the specified standard is neither inferred nor implied.

6.0 LIMITATIONS

Within the limitations of scope, budget, and schedule, we have endeavored to perform our services according to generally accepted geotechnical engineering practices at this time and location. Other than this, no warranty, either express or implied, is intended. Important information regarding risk management and proper use of this report is given in Appendix B entitled “Geotechnical Report Limitations and Guidelines for Use.”

Proposed Site Improvements; Building 2000 – Fort McCoy Fort McCoy, Wisconsin AMERICAN

Geotechnical Field Exploration and Testing

Boring Log Notes Unified Soil Classification System

Figure 1 – Boring and DCP Locations Subsurface Boring Logs

Gradation Curves Dynamic Cone Penetrometer Test Results

Core Pictures SBD-10793 – Soil Evaluation-Storm

SBDSBD

SBD

Appendix A - Page 1 of 2 AMERICAN ENGINEERING TESTING, INC.

A.1 FIELD EXPLORATION

The subsurface conditions at the site were explored by drilling ten standard penetration test borings. The boring locations are shown on Figure 1.

A.2 SAMPLING METHODS

A.2.1 Split-Spoon Samples (SS) Standard penetration (split-spoon) samples were collected in general accordance with ASTM: D1586. The ASTM test method consists of driving a 2-inch O.D. split-barrel sampler into the in-situ soil with a 140-pound hammer dropped from a height of 30 inches. After an initial set of 6 inches, the number of hammer blows to drive the sampler the next 12 inches is known as the standard penetration resistance or N-value.

In the past, standard penetration N-value tests were performed using a rope and cathead for the lift and drop system. The energy transferred to the split-spoon sampler was typically limited to about 60% of its potential energy due to the friction inherent in that system. That converted energy provided what is known as an N60 blow count.

Most drill rigs today incorporate an automatic hammer lift and drop system, which has higher energy efficiency and subsequently results in lower N-values than the traditional N60 values. We use a Pile Driving Analyzer (PDA) and an instrumented rod to measure the actual energy generated by the automatic hammer system. The drill rig (AET rig number 30) we used for this project has a measured energy transfer ratio of 91%. The N-values reported on the boring logs and the corresponding relative densities and consistencies have been converted to N60 values using the following formula (results were rounded down to the nearest whole number):

𝑁𝑁 = �𝐸𝐸𝐸𝐸𝐸𝐸

� ∗ Nf

Where: N = corrected N-value ETR = hammer energy transfer ratio Nf = uncorrected field N-value

A.2.2 Sampling Limitations Unless actually observed in a sample, contacts between soil layers are estimated based on the spacing of samples and the action of drilling tools. Cobbles, boulders, and other large objects generally cannot be recovered from test borings, and they may be present in the ground even if they are not noted on the boring logs.

Determining the thickness of “topsoil” layers is usually limited, due to variations in topsoil definition, sample recovery, and other factors. Visual-manual description often relies on color for determination, and transitioning changes can account for significant variation in thickness judgment. Accordingly, the topsoil thickness presented on the logs should not be the sole basis for calculating topsoil stripping depths and volumes. If more accurate information is needed relating to thickness and topsoil quality definition, alternate methods of sample retrieval and testing should be employed.

A.3 CLASSIFICATION METHODS

Soil descriptions shown on the boring logs are based on the Unified Soil Classification System (USCS). The USCS is described in ASTM: D2487 and D2488. Where laboratory classification tests (sieve analysis or Atterberg Limits) have been performed, accurate classifications per ASTM: D2487 are possible. Otherwise, soil descriptions shown on the boring logs are visual-manual judgments.

Charts are attached which provide information on the USCS, the descriptive terminology, and the symbols used on the boring logs.

The boring logs include descriptions of apparent geology. The geologic depositional origin of each soil layer is interpreted primarily by observation of the soil samples, which can be limited. Observations of the surrounding topography, vegetation, and development can sometimes aid this judgment.

Appendix A - Page 2 of 2 AMERICAN ENGINEERING TESTING, INC.

A.4 WATER LEVEL MEASUREMENTS

The ground water level measurements are shown at the bottom of the boring logs. The following information appears under “Water Level Measurements” on the logs:

• Date and Time of measurement

• Sampled Depth: lowest depth of soil sampling at the time of measurement

• Casing Depth: depth to bottom of casing or hollow-stem auger at time of measurement

• Cave-in Depth: depth at which measuring tape stops in the borehole

• Water Level: depth in the borehole where free water is encountered

• Drilling Fluid Level: same as Water Level, except that the liquid in the borehole is drilling fluid

The true location of the water table at the boring locations may be different than the water levels measured in the boreholes. This is possible because there are several factors that can affect the water level measurements in the borehole. Some of these factors include:

permeability of each soil layer in profile, presence of perched water, amount of time between water level readings, presence of drilling fluid, weather conditions, and use of borehole casing.

A.5 TEST STANDARD LIMITATIONS

Field and laboratory testing is done in general conformance with the described procedures. Compliance with any other standards referenced within the specified standard is neither inferred nor implied.

A.6 SAMPLE STORAGE

Unless notified to do otherwise, we routinely retain representative samples of the soils recovered from the borings for a period of 30 days.

01REP052 (12/08) AMERICAN ENGINEERING TESTING, INC.

BORING LOG NOTES

DRILLING AND SAMPLING SYMBOLS TEST SYMBOLS

Symbol Definition Symbol Definition

B, H, N: Size of flush-joint casing CA: Crew Assistant (initials) CAS: Pipe casing, number indicates nominal diameter in inches CC: Crew Chief (initials) COT: Clean-out tube DC: Drive casing; number indicates diameter in inches DM: Drilling mud or bentonite slurry DR: Driller (initials) DS: Disturbed sample from auger flights FA: Flight auger; number indicates outside diameter in inches HA: Hand auger; number indicates outside diameter HSA: Hollow stem auger; number indicates inside diameter in inches LG: Field logger (initials) MC: Column used to describe moisture condition of samples and for the ground water level symbols N (BPF): Standard penetration resistance (N-value) in blows per foot (see notes) NQ: NQ wireline core barrel PQ: PQ wireline core barrel RD: Rotary drilling with fluid and roller or drag bit REC: In split-spoon (see notes) and thin-walled tube sampling, the recovered length (in inches) of sample.

In rock coring, the length of core recovered (expressed as percent of the total core run). Zero indicates no sample recovered.

REV: Revert drilling fluid SS: Standard split-spoon sampler (steel; 1" is inside diameter; 2" outside diameter); unless indicated otherwise

SU Spin-up sample from hollow stem auger TW: Thin-walled tube; number indicates inside diameter in inches WASH: Sample of material obtained by screening returning rotary drilling fluid or by which has collected inside the borehole after “falling” through drilling fluid

WH: Sampler advanced by static weight of drill rod and 140-pound hammer

WR: Sampler advanced by static weight of drill rod 94mm: 94 millimeter wireline core barrel ▼: Water level directly measured in boring

: Estimated water level based solely on sample appearance

CONS: One-dimensional consolidation test DEN: Dry density, pcf DST: Direct shear test E: Pressuremeter Modulus, tsf HYD: Hydrometer analysis LL: Liquid Limit, % LP: Pressuremeter Limit Pressure, tsf OC: Organic Content, % PERM: Coefficient of permeability (K) test; F - Field;

L - Laboratory PL: Plastic Limit, % qp: Pocket Penetrometer strength, tsf (approximate) qc: Static cone bearing pressure, tsf qu: Unconfined compressive strength, psf R: Electrical Resistivity, ohm-cms RQD: Rock Quality Designation of Rock Core, in percent

(aggregate length of core pieces 4" or more in length as a percent of total core run)

SA: Sieve analysis TRX: Triaxial compression test VSR: Vane shear strength, remolded (field), psf VSU: Vane shear strength, undisturbed (field), psf WC: Water content, as percent of dry weight %-200: Percent of material finer than #200 sieve

STANDARD PENETRATION TEST NOTES

The standard penetration test consists of driving the sampler with a 140 pound hammer and counting the number of blows applied in each of three 6" increments of penetration. If the sampler is driven less than 18" (usually in highly resistant material), permitted in ASTM: D1586, the blows for each complete 6" increment and for each partial increment is on the boring log. For partial increments, the number of blows is shown to the nearest 0.1' below the slash.

The length of sample recovered, as shown on the “REC” column, may be greater than the distance indicated in the N column. The disparity is because the N-value is recorded below the initial 6" set (unless partial penetration defined in ASTM: D1586 is encountered) whereas the length of sample recovered is for the entire sampler drive (which may even extend more than 18").

01CLS021 (07/08) AMERICAN ENGINEERING TESTING, INC.

UNIFIED SOIL CLASSIFICATION SYSTEM

ASTM Designations: D 2487, D2488

AMERICAN

ENGINEERING

TESTING, INC.

Criteria for Assigning Group Symbols and Group Names Using Laboratory TestsA

Soil Classification Notes ABased on the material passing the 3-in (75-mm) sieve.

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

CGravels 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 DSands 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

(D30)2

ECu = D60 /D10, Cc = D10 x D60

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

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

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

IIf soil contains >15% gravel, add “with gravel” to group name.

JIf Atterberg limits plot is hatched area, soil is a CL-ML silty clay.

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

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

MIf soil contains >30% plus No. 200, predominantly gravel, add “gravelly” to group name.

NPl>4 and plots on or above “A” line.

OPl<4 or plots below “A” line.

PPl plots on or above “A” line.

QPl plots below “A” line.

RFiber Content description shown below.

Group Symbol

Group NameB

Coarse-Grained Soils More than 50% retained on No. 200 sieve

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

Clean Gravels Less than 5% finesC

Cu>4 and 1<Cc<3E GW Well graded gravelF

Cu<4 and/or 1>Cc>3E GP Poorly graded gravelF

Gravels with Fines more than 12% fines C

Fines classify as ML or MH GM Silty gravelF.G.H

Fines classify as CL or CH GC Clayey gravelF.G.H

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

Clean Sands Less than 5% finesD

Cu>6 and 1<Cc<3E SW Well-graded sandI

Cu<6 and/or 1>Cc>3E SP Poorly-graded sandI

Sands with Fines more than 12% fines D

Fines classify as ML or MH SM Silty sandG.H.I

Fines classify as CL or CH SC Clayey sandG.H.I

Fine-Grained Soils 50% or more passes the No. 200 sieve

(see Plasticity Chart below)

Silts and Clays Liquid limit less than 50 inorganic PI>7 and plots on or above “A” lineJ

CL Lean clayK.L.M

PI<4 or plots below “A” lineJ

ML SiltK.L.M organic Liquid limit–oven dried <0.75 Liquid limit – not dried

OL Organic clayK.L.M.N

Organic siltK.L.M.O

Silts and Clays Liquid limit 50 or more inorganic PI plots on or above “A” line CH Fat clayK.L.M

PI plots below “A” line MH Elastic siltK.L.M organic Liquid limit–oven dried <0.75 Liquid limit – not dried

OH Organic clayK.L.M.P

Organic siltK.L.M.Q

Highly organic soil

Primarily organic matter, dark in color, and organic in odor

PT PeatR

3 2 ½ 1 ¾ 4 10 20 40 60 140 200

Sieve NumberScreen Opening (in.)

50 10 5 1.0 0.10.5

PARTICLE SIZE IN MILLIMETERS

SIEVE ANALYSIS

PE

RC

EN

T

P

AS

SI

NG

PE

RC

EN

T

R

ET

AI

NE

D

D60 = 15mm

D30 = 2.5mm

D10 = 0.075mm

Cu = = = 200D60

D10

0.075 Cc = = = 5.6(D30)

D10 x D60

2.5

0.075 x 15

2 2

CL-ML

For classification of fine-grained soils and fine-grained fraction of coarse-grained soils.

Equation of "A"-line Horizontal at PI = 4 to LL = 25.5.

then PI = 0.73 (LL-20)

Equation of "U"-line Vertical at LL = 16 to PI = 7.

then PI = 0.9 (LL-8)

"A" LINE

"U" L

INE

CL O

R O

L

CH OR O

H

10 20 30 40 50 60 70 80 90 100 110 0 0

PL

AS

TI

CI

TY

IN

DE

X

(P I)

LIQUID LIMIT (LL)

Plasticity Chart

ADDITIONAL TERMINOLOGY NOTES USED BY AET FOR SOIL IDENTIFICATION AND DESCRIPTION

Grain Size Term Particle Size

Boulders Over 12" Cobbles 3" to 12" Gravel #4 sieve to 3" Sand #200 to #4 sieve Fines (silt & clay) Pass #200 sieve

Gravel Percentages Term Percent

A Little Gravel 3% - 14% With Gravel 15% - 29% Gravelly 30% - 50%

Consistency of Plastic Soils Term N-Value, BPF

Very Soft less than 2 Soft 2 - 4 Firm 5 - 8 Stiff 9 - 15 Very Stiff 16 - 30 Hard Greater than 30

Relative Density of Non-Plastic Soils Term N-Value, BPF

Very Loose 0 - 4 Loose 5 - 10 Medium Dense 11 - 30 Dense 31 - 50 Very Dense Greater than 50

Moisture/Frost Condition (MC Column)

D (Dry): Absence of moisture, dusty, dry to touch.

M (Moist): Damp, although free water not visible. Soil may still have a high water content (over “optimum”).

W (Wet/ Free water visible, intended to Waterbearing): describe non-plastic soils.

Waterbearing usually relates to sands and sand with silt.

F (Frozen): Soil frozen

Layering Notes

Laminations: Layers less than ½" thick of differing material or color.

Lenses: Pockets or layers greater than ½" thick of differing material or color.

Peat Description

Fiber Content Term (Visual Estimate)

Fibric Peat: Greater than 67% Hemic Peat: 33 – 67% Sapric Peat: Less than 33%

Organic Description (if no lab tests) Soils are described as organic, if soil is not peat and is judged to have sufficient organic fines content to influence the Liquid Limit properties.

Slightly organic used for borderline cases.

Root Inclusions With roots: Judged to have sufficient quantity of roots to influence the soil properties.

Trace roots: Small roots present, but not judged to be in sufficient quantity to significantly affect soil properties.

ML OR OL

MH OR OH

SB-01

SB-02

SB-05

SB-08

SB-03

SB-04

SB-07

SB-06

SB-10

SB-12

SB-09

SB-11

Figure 1 - Boring and DCP Locations Proposed Site Improvements Fort McCoy - Building 2000 AET Project No. P-0006246 Date: October 13, 2021

Soil Boring, Pavement Core, and DCP

Pavement Core and DCP

Soil Boring

About 4.0 inches of bituiminous pavement FILL (about 6.5 inches), silty sand, fine to medium grained, a little gravel, greenish brown, moist (SM) SAND, fine grained, brown and dark brown, moist, possible fill (SP)

SAND, fine grained, brown, moist, medium dense (SP)

SAND WITH SILT, fine grained, brown, moist, loose (SP-SM)

End of boring at 6.0 feet

853.2

852.6

851.5

849.5

847.5

PAVEMENT

FILL

COARSE

ALLUVIUM

CORE

SS

SS

SS

M

M

M

LG: 30

WATER

LEVEL

DR:

9/21/21

6.0" Pavement Core

3.25" HSA

SURFACE ELEVATION:

BORING

COMPLETED:

DATE

6.0

DEPTH:

DRILLING

FLUID LEVEL

853.5

CAVE-IN

DEPTH

CASING

DEPTH

SAMPLED

DEPTH

9/21/21

TIME

DRILLING METHOD NOTE: REFER TO

THE ATTACHED

SHEETS FOR AN

EXPLANATION OF

TERMINOLOGY ON

THIS LOG

Rig:

6.0

GM

0-4.0"

4.0"-4.0' None4.0

WATER LEVEL MEASUREMENTS

None

TT

qp %-#200

ELEV.

FEET

P-0006246

GEOLOGY

AMERICAN

ENGINEERING

TESTING, INC.

MC

MATERIAL DESCRIPTION

REC

IN.

AET JOB NO:

PROJECT:

LOG OF BORING NO.

01-DHR-060

PLWC

DEPTH

IN

FEET

FIELD & LABORATORY TESTS

SAMPLE

TYPEN

LL

03/2011

SUBSURFACE BORING LOG

Proposed Site Improvements; Fort McCoy - Building 2000; Fort McCoy, Wisconsin

SB-01 (p. 1 of 1)

A E

T

C O

R P

W -E

LE

V

P -0

F O

R T

M C

C O

Y

B D

3.

G P

J A

E T

C

P T

W

E

LL

.G D

T

/1

2/

About 2.0 inches of bituminous pavement FILL (about 1.5 inches), silty sand, fine grained, a little gravel, greenish brown, moist, with lenses of sandy lean clay

(SM)

About 2.0 inches of bituminous pavement FILL (about 7.25 inches), silty sand, fine grained, greenish brown, moist (SM) FILL, sand with silt, fine to medium grained, very dark brown, moist

(SP-SM)

SAND WITH SILT, fine to medium grained, dark brown, moist, loose

(SP-SM)

SAND, fine to medium grained, grayish brown to light brown, medium dense

(SP)

End of boring at 6.0 feet

853.3 853.2 853.0

852.4

851.5

849.8

847.5

PAVEMENT

FILL

PAVEMENT

FILL

COARSE

ALLUVIUM

CORE

SS

SS

SS

M

M

M

LG: 30

WATER

LEVEL

DR:

9/21/21

6.0" Pavement Core

3.25" HSA

SURFACE ELEVATION:

BORING

COMPLETED:

DATE

6.0

DEPTH:

DRILLING

FLUID LEVEL

853.5

CAVE-IN

DEPTH

CASING

DEPTH

SAMPLED

DEPTH

9/21/21

TIME

DRILLING METHOD NOTE: REFER TO

THE ATTACHED

SHEETS FOR AN

EXPLANATION OF

TERMINOLOGY ON

THIS LOG

Rig:

5.7

GM

0-2.0"

2.0"-4.0' None4.0

WATER LEVEL MEASUREMENTS

None

TT

qp %-#200

ELEV.

FEET

P-0006246

GEOLOGY

AMERICAN

ENGINEERING

TESTING, INC.

MC

MATERIAL DESCRIPTION

REC

IN.

AET JOB NO:

PROJECT:

LOG OF BORING NO.

01-DHR-060

PLWC

DEPTH

IN

FEET

FIELD & LABORATORY TESTS

SAMPLE

TYPEN

LL

03/2011

SUBSURFACE BORING LOG

Proposed Site Improvements; Fort McCoy - Building 2000; Fort McCoy, Wisconsin

SB-02 (p. 1 of 1)

A E

T

C O

R P

W -E

LE

V

P -0

F O

R T

M C

C O

Y

B D

3.

G P

J A

E T

C

P T

W

E

LL

.G

Sandy SILT with organics, very dark brown, moist (OL) SAND WITH SILT, fine to medium grained, dark brown, moist, loose to medium dense, with trace roots from 5 inches to 2 feet (SP-SM)

SAND, fine to medium grained, yellowish brown to grayish brown, moist, loose to medium dense (SP)

SAND, fine grained, a little gravel, white and orangish brown, moist to wet, dense (SP)

End of boring at 10.0 feet

852.6

850.0

845.0

843.0

TOPSOIL

COARSE

ALLUVIUM

SS

SS

SS

SS

SS

M

M

M

M

M/W

LG: 30

WATER

LEVEL

DR:

9/21/21

3.25" HSA

SURFACE ELEVATION:

BORING

COMPLETED:

DATE

10.0

10.0

DEPTH:

DRILLING

FLUID LEVEL

853.0

CAVE-IN

DEPTH

CASING

DEPTH

SAMPLED

DEPTH

9/21/21

9/21/21

TIME

DRILLING METHOD NOTE: REFER TO

THE ATTACHED

SHEETS FOR AN

EXPLANATION OF

TERMINOLOGY ON

THIS LOG

Rig:

8.3

8.3

GM

0-8.0' None

None

8.0

8.0

WATER LEVEL MEASUREMENTS

None

None

TT

qp %-#200

ELEV.

FEET

P-0006246

GEOLOGY

AMERICAN

ENGINEERING

TESTING, INC.

MC

MATERIAL DESCRIPTION

REC

IN.

AET JOB NO:

PROJECT:

LOG OF BORING NO.

01-DHR-060

PLWC

DEPTH

IN

FEET

FIELD & LABORATORY TESTS

SAMPLE

TYPEN

LL

03/2011

SUBSURFACE BORING LOG

Proposed Site Improvements; Fort McCoy - Building 2000; Fort McCoy, Wisconsin

SB-03 (p. 1 of 1)

A E

T

C O

R P

W -E

LE

V

P -0

F O

R T

M C

C O

Y

B D

3.

G P

J A

E T

C

P T

W

E

LL

.G

About 3.5 inches of bituminous pavement FILL (about 8.25 inches), silty sand with gravel, fine grained, dark greenish brown, moist (SM) SAND WITH SILT, fine grained, dark brown, moist (SP-SM)

SILTY SAND, fine to medium grained, dark brown, moist, medium dense (SM)

SAND, fine to medium grained, light brown, moist, loose (SP)

End of boring at 6.0 feet

854.2

853.5

852.5

850.5

848.5

PAVEMENT

FILL

COARSE

ALLUVIUM

CORE

SS

SS

SS

M

M

M

LG: 30

WATER

LEVEL

DR:

9/20/21

6.0" Pavement Core

3.25" HSA

SURFACE ELEVATION:

BORING

COMPLETED:

DATE

6.0

DEPTH:

DRILLING

FLUID LEVEL

854.5

CAVE-IN

DEPTH

CASING

DEPTH

SAMPLED

DEPTH

9/20/21

TIME

DRILLING METHOD NOTE: REFER TO

THE ATTACHED

SHEETS FOR AN

EXPLANATION OF

TERMINOLOGY ON

THIS LOG

Rig:

5.6

GM

0-3.5"

3.5"-4.0' None4.0

WATER LEVEL MEASUREMENTS

None

TT

qp %-#200

ELEV.

FEET

P-0006246

GEOLOGY

AMERICAN

ENGINEERING

TESTING, INC.

MC

MATERIAL DESCRIPTION

REC

IN.

AET JOB NO:

PROJECT:

LOG OF BORING NO.

01-DHR-060

PLWC

DEPTH

IN

FEET

FIELD & LABORATORY TESTS

SAMPLE

TYPEN

LL

03/2011

SUBSURFACE BORING LOG

Proposed Site Improvements; Fort McCoy - Building 2000; Fort McCoy, Wisconsin

SB-04 (p. 1 of 1)

A E

T

C O

R P

W -E

LE

V

P -0

F O

R T

M C

C O

Y

B D

3.

G P

J A

E T

C

P T

W

E

LL

.G

About 2.5 inches of bituminous pavement FILL (about 4.0 inches), layers of gravelly sand with silt and silty sand, fine to medium and fine grained, brown and greenish brown, moist, with lenses of sandy lean clay FILL, sand with silt, fine grained, very dark brown, moist (SP-SM) FILL, sand, fine to medium grained, brown, moist (SP) SILTY SAND, fine to medium grained, dark brown, moist, medium dense (SM)

SAND, fine to medium grained, brown to light brown, moist, loose to medium dense (SP)

SAND, fine grained, white, medium dense (SP)

End of boring at 10.0 feet

853.3

853.0

851.5

851.1

849.5

845.5

843.5

PAVEMENT

FILL

COARSE

ALLUVIUM

CORE

SS

SS

SS

SS

SS

M

M

M

M

M

LG: 30

WATER

LEVEL

DR:

9/21/21

6.0" Pavement Core

3.25" HSA

SURFACE ELEVATION:

BORING

COMPLETED:

DATE

10.0

DEPTH:

DRILLING

FLUID LEVEL

853.5

CAVE-IN

DEPTH

CASING

DEPTH

SAMPLED

DEPTH

9/21/21

TIME

DRILLING METHOD NOTE: REFER TO

THE ATTACHED

SHEETS FOR AN

EXPLANATION OF

TERMINOLOGY ON

THIS LOG

Rig:

9.7

GM

0-2.5"

2.5"-8.0' None8.0

WATER LEVEL MEASUREMENTS

None

TT

qp %-#200

ELEV.

FEET

P-0006246

GEOLOGY

AMERICAN

ENGINEERING

TESTING, INC.

MC

MATERIAL DESCRIPTION

REC

IN.

AET JOB NO:

PROJECT:

LOG OF BORING NO.

01-DHR-060

PLWC

DEPTH

IN

FEET

FIELD & LABORATORY TESTS

SAMPLE

TYPEN

LL

03/2011

SUBSURFACE BORING LOG

Proposed Site Improvements; Fort McCoy - Building 2000; Fort McCoy, Wisconsin

SB-05 (p. 1 of 1)

A E

T

C O

R P

W -E

LE

V

P -0

F O

R T

M C

C O

Y

B D

3.

G P

J A

E T

C

P T

W

E

LL

.G

About 3.75 inches of bituminous pavement FILL (about 4.75 inches), layers of gravelly sand with silt and silty sand, fine to coarse and fine grained, brown and greenish brown, moist, with laminations of sandy lean clay FILL, sand, fine grained, a little gravel, brown, moist, with lenses of silty sand

(SP)

SAND WITH SILT, fine to medium grained, brown, moist, medium dense

(SP-SM)

SAND, fine to medium grained, light brown to light gray, moist, medium dense (SP)

SAND, fine grained, light gray, moist, medium dense (SP)

End of boring at 10.0 feet

853.2

852.8

851.5

849.5

845.5

843.5

PAVEMENT

FILL

COARSE

ALLUVIUM

CORE

SS

SS

SS

SS

SS

M

M

M

M

M

LG: 30

WATER

LEVEL

DR:

9/21/21

6.0" Pavement Core

3.25" HSA

SURFACE ELEVATION:

BORING

COMPLETED:

DATE

10.0

DEPTH:

DRILLING

FLUID LEVEL

853.5

CAVE-IN

DEPTH

CASING

DEPTH

SAMPLED

DEPTH

9/21/21

TIME

DRILLING METHOD NOTE: REFER TO

THE ATTACHED

SHEETS FOR AN

EXPLANATION OF

TERMINOLOGY ON

THIS LOG

Rig:

9.7

GM

0-3.75"

3.75"-8.0' None8.0

WATER LEVEL MEASUREMENTS

None

TT

qp %-#200

ELEV.

FEET

P-0006246

GEOLOGY

AMERICAN

ENGINEERING

TESTING, INC.

MC

MATERIAL DESCRIPTION

REC

IN.

AET JOB NO:

PROJECT:

LOG OF BORING NO.

01-DHR-060

PLWC

DEPTH

IN

FEET

FIELD & LABORATORY TESTS

SAMPLE

TYPEN

LL

03/2011

SUBSURFACE BORING LOG

Proposed Site Improvements; Fort McCoy - Building 2000; Fort McCoy, Wisconsin

SB-06 (p. 1 of 1)

A E

T

C O

R P

W -E

LE

V

P -0

F O

R T

M C

C O

Y

B D

3.

G P

J A

E T

C

P T

W

E

LL

.G

FILL, silty sand with organics, fine to medium grained, very dark brown, moist

(SM)

FILL, sand with silt, fine to medium grained, dark brown, moist (SP-SM)

SAND, fine to medium grained, dark brown, moist, loose (SP)

SAND, fine to medium grained, light gray, moist, medium dense, with sandstone pieces (SP)

SAND, fine to medium grained, brown to light gray, moist to waterbearing, loose to medium dense (SP)

852.3

850.0

848.0

846.0

TOPSOIL /

FILL

FILL

COARSE

ALLUVIUM

SS

SS

SS

SS

SS

SS

M

M

M

M

M

M/W

LG: 30

WATER

LEVEL

DR:

9/21/21

3.25" HSA

SURFACE ELEVATION:

BORING

COMPLETED:

DATE

16.0

16.0

16.0

16.0

DEPTH:

DRILLING

FLUID LEVEL

854.0

CAVE-IN

DEPTH

CASING

DEPTH

SAMPLED

DEPTH

9/21/21

9/21/21

9/21/21

9/21/21

TIME

DRILLING METHOD NOTE: REFER TO

THE ATTACHED

SHEETS FOR AN

EXPLANATION OF

TERMINOLOGY ON

THIS LOG

Rig:

13.5

13.1

12.7

12.7GM

0-14.0' None

None

None

None

14.0

14.0

14.0

14.0

WATER LEVEL MEASUREMENTS

11.5

11.3

10.8

10.6TT

qp %-#200

ELEV.

FEET

P-0006246

GEOLOGY

AMERICAN

ENGINEERING

TESTING, INC.

MC

MATERIAL DESCRIPTION

REC

IN.

AET JOB NO:

PROJECT:

LOG OF BORING NO.

01-DHR-060

PLWC

DEPTH

IN

FEET

FIELD & LABORATORY TESTS

SAMPLE

TYPEN

LL

03/2011

SUBSURFACE BORING LOG

Proposed Site Improvements; Fort McCoy - Building 2000; Fort McCoy, Wisconsin

SB-07 (p. 1 of 2)

A E

T

C O

R P

W -E

LE

V

P -0

F O

R T

M C

C O

Y

B D

3.

G P

J A

E T

C

P T

W

E

LL

.G

SAND, fine to medium grained, brown to light gray, moist to waterbearing, loose to medium dense (SP) (continued)

End of boring at 16.0 feet 838.0

SS

SS

W

W qp %-#200

ELEV.

FEET

P-0006246

GEOLOGY

AMERICAN

ENGINEERING

TESTING, INC.

MC

MATERIAL DESCRIPTION

REC

IN.

AET JOB NO:

PROJECT:

LOG OF BORING NO.

01-DHR-060

PLWC

DEPTH

IN

FEET

FIELD & LABORATORY TESTS

SAMPLE

TYPEN

LL

03/2011

SUBSURFACE BORING LOG

Proposed Site Improvements; Fort McCoy - Building 2000; Fort McCoy, Wisconsin

SB-07 (p. 2 of 2)

A E

T

C O

R P

W -E

LE

V

P -0

F O

R T

M C

C O

Y

B D

3.

G P

J A

E T

C

P T

W

E

LL

.G

About 2.75 inches of bituminous pavement FILL (about 6.75 inches), gravelly silty sand, fine to coarse grained, brown, moist (SM) FILL, silty sand with gravel, fine grained, greenish brown, moist (SM) FILL, sand, fine grained, dark brown to brown, moist (SP) SAND WITH SILT, fine to medium grained, dark brown, moist, medium dense (SP-SM)

SAND, fine to medium grained, dark brown to brown, moist, medium dense

(SP)

End of boring at 6.0 feet

852.8

852.3

851.9

851.0

849.0

847.0

PAVEMENT

FILL

COARSE

ALLUVIUM

CORE

SS

SS

SS

M

M

M

LG: 30

WATER

LEVEL

DR:

9/20/21

6.0" Pavement Core

3.25" HSA

SURFACE ELEVATION:

BORING

COMPLETED:

DATE

6.0

DEPTH:

DRILLING

FLUID LEVEL

853.0

CAVE-IN

DEPTH

CASING

DEPTH

SAMPLED

DEPTH

9/20/21

TIME

DRILLING METHOD NOTE: REFER TO

THE ATTACHED

SHEETS FOR AN

EXPLANATION OF

TERMINOLOGY ON

THIS LOG

Rig:

5.8

GM

0-2.75"

2.75"-4.0' None4.0

WATER LEVEL MEASUREMENTS

None

TT

qp %-#200

ELEV.

FEET

P-0006246

GEOLOGY

AMERICAN

ENGINEERING

TESTING, INC.

MC

MATERIAL DESCRIPTION

REC

IN.

AET JOB NO:

PROJECT:

LOG OF BORING NO.

01-DHR-060

PLWC

DEPTH

IN

FEET

FIELD & LABORATORY TESTS

SAMPLE

TYPEN

LL

03/2011

SUBSURFACE BORING LOG

Proposed Site Improvements; Fort McCoy - Building 2000; Fort McCoy, Wisconsin

SB-08 (p. 1 of 1)

A E

T

C O

R P

W -E

LE

V

P -0

F O

R T

M C

C O

Y

B D

3.

G P

J A

E T

C

P T

W

E

LL

.G

FILL, silty sand with organics, fine to medium grained, very dark brown, moist

(SM)

FILL, gravelly silty sand, fine to medium grained, brown, moist, with lenses of sandy lean clay (SM) FILL, silty sand, fine to medium grained, dark brown, moist (SM) SAND WITH SILT, fine to medium grained, brown, moist, medium dense

(SP-SM)

SAND, fine to medium grained, brown to white, moist, medium dense (SP)

End of boring at 10.0 feet

852.0

851.4

850.5

849.5

842.5

TOPSOIL /

FILL

FILL

COARSE

ALLUVIUM

SS

SS

SS

SS

SS

M

M

M

M

M

LG: 30

WATER

LEVEL

DR:

9/21/21

3.25" HSA

SURFACE ELEVATION:

BORING

COMPLETED:

DATE

10.0

DEPTH:

DRILLING

FLUID LEVEL

852.5

CAVE-IN

DEPTH

CASING

DEPTH

SAMPLED

DEPTH

9/21/21

TIME

DRILLING METHOD NOTE: REFER TO

THE ATTACHED

SHEETS FOR AN

EXPLANATION OF

TERMINOLOGY ON

THIS LOG

Rig:

10.0

GM

0-8.0' None8.0

WATER LEVEL MEASUREMENTS

None

TT

qp %-#200

ELEV.

FEET

P-0006246

GEOLOGY

AMERICAN

ENGINEERING

TESTING, INC.

MC

MATERIAL DESCRIPTION

REC

IN.

AET JOB NO:

PROJECT:

LOG OF BORING NO.

01-DHR-060

PLWC

DEPTH

IN

FEET

FIELD & LABORATORY TESTS

SAMPLE

TYPEN

LL

03/2011

SUBSURFACE BORING LOG

Proposed Site Improvements; Fort McCoy - Building 2000; Fort McCoy, Wisconsin

SB-09 (p. 1 of 1)

A E

T

C O

R P

W -E

LE

V

P -0

F O

R T

M C

C O

Y

B D

3.

G P

J A

E T

C

P T

W

E

LL

.G

About 3.0 inches of bituminous pavement End of pavement core at 3.0 inches

852.3 PAVEMENT CORE

LG: NA

WATER

LEVEL

DR:

9/20/21

6.0" Pavement Core

SURFACE ELEVATION:

BORING

COMPLETED:

DATE

NA

DEPTH:

DRILLING

FLUID LEVEL

852.5

CAVE-IN

DEPTH

CASING

DEPTH

SAMPLED

DEPTH

9/20/21

TIME

DRILLING METHOD NOTE: REFER TO

THE ATTACHED

SHEETS FOR AN

EXPLANATION OF

TERMINOLOGY ON

THIS LOG

Rig:

NA

GM

0-3.0"

NANA

WATER LEVEL MEASUREMENTS

None

TT

qp %-#200

ELEV.

FEET

P-0006246

GEOLOGY

AMERICAN

ENGINEERING

TESTING, INC.

MC

MATERIAL DESCRIPTION

REC

IN.

AET JOB NO:

PROJECT:

LOG OF BORING NO.

01-DHR-060

PLWC

DEPTH

IN

FEET

FIELD & LABORATORY TESTS

SAMPLE

TYPEN

LL

03/2011

SUBSURFACE BORING LOG

Proposed Site Improvements; Fort McCoy - Building 2000; Fort McCoy, Wisconsin

SB-10 (p. 1 of 1)

A E

T

C O

R P

W -E

LE

V

P -0

F O

R T

M C

C O

Y

B D

3.

G P

J A

E T

C

P T

W

E

LL

.G

About 3.5 inches of bituminous pavement End of pavement core at 3.5 inches

852.2 PAVEMENT CORE

LG: NA

WATER

LEVEL

DR:

9/20/21

6.0" Pavement Core

SURFACE ELEVATION:

BORING

COMPLETED:

DATE

NA

DEPTH:

DRILLING

FLUID LEVEL

852.5

CAVE-IN

DEPTH

CASING

DEPTH

SAMPLED

DEPTH

9/20/21

TIME

DRILLING METHOD NOTE: REFER TO

THE ATTACHED

SHEETS FOR AN

EXPLANATION OF

TERMINOLOGY ON

THIS LOG

Rig:

NA

GM

0-3.5"

NANA

WATER LEVEL MEASUREMENTS

None

TT

qp %-#200

ELEV.

FEET

P-0006246

GEOLOGY

AMERICAN

ENGINEERING

TESTING, INC.

MC

MATERIAL DESCRIPTION

REC

IN.

AET JOB NO:

PROJECT:

LOG OF BORING NO.

01-DHR-060

PLWC

DEPTH

IN

FEET

FIELD & LABORATORY TESTS

SAMPLE

TYPEN

LL

03/2011

SUBSURFACE BORING LOG

Proposed Site Improvements; Fort McCoy - Building 2000; Fort McCoy, Wisconsin

SB-11 (p. 1 of 1)

A E

T

C O

R P

W -E

LE

V

P -0

F O

R T

M C

C O

Y

B D

3.

G P

J A

E T

C

P T

W

E

LL

.G

Sandy SILT with organics, very dark brown, moist (OL)

SAND WITH SILT, fine to medium grained, brown, moist, very loose to loose (SP-SM)

SAND, fine to medium grained, brown to light brown, moist, loose to medium dense (SP)

SAND, fine grained, yellowish brown, moist, medium dense (SP)

SAND, fine to medium grained, light grayish brown, moist to waterbearing, loose to medium dense (SP)

850.9

848.5

845.5

843.5

TOPSOIL

COARSE

ALLUVIUM SS

SS

SS

SS

SS

SS

M

M

M

M

M

M/W

LG: 30

WATER

LEVEL

DR:

9/21/21

3.25" HSA

SURFACE ELEVATION:

BORING

COMPLETED:

DATE

12.0

12.0

DEPTH:

DRILLING

FLUID LEVEL

851.5

CAVE-IN

DEPTH

CASING

DEPTH

SAMPLED

DEPTH

9/21/21

9/21/21

TIME

DRILLING METHOD NOTE: REFER TO

THE ATTACHED

SHEETS FOR AN

EXPLANATION OF

TERMINOLOGY ON

THIS LOG

Rig:

10.6

10.4

GM

0-14.0' None

None

10.0

10.0

WATER LEVEL MEASUREMENTS

10.4

10.4

TT

qp %-#200

ELEV.

FEET

P-0006246

GEOLOGY

AMERICAN

ENGINEERING

TESTING, INC.

MC

MATERIAL DESCRIPTION

REC

IN.

AET JOB NO:

PROJECT:

LOG OF BORING NO.

01-DHR-060

PLWC

DEPTH

IN

FEET

FIELD & LABORATORY TESTS

SAMPLE

TYPEN

LL

03/2011

SUBSURFACE BORING LOG

Proposed Site Improvements; Fort McCoy - Building 2000; Fort McCoy, Wisconsin

SB-12 (p. 1 of 2)

A E

T

C O

R P

W -E

LE

V

P -0

F O

R T

M C

C O

Y

B D

3.

G P

J A

E T

C

P T

W

E

LL

.G

SAND, fine to medium grained, light grayish brown, moist to waterbearing, loose to medium dense (SP) (continued)

End of boring at 16.0 feet 835.5

SS

SS

W

W qp %-#200

ELEV.

FEET

P-0006246

GEOLOGY

AMERICAN

ENGINEERING

TESTING, INC.

MC

MATERIAL DESCRIPTION

REC

IN.

AET JOB NO:

PROJECT:

LOG OF BORING NO.

01-DHR-060

PLWC

DEPTH

IN

FEET

FIELD & LABORATORY TESTS

SAMPLE

TYPEN

LL

03/2011

SUBSURFACE BORING LOG

Proposed Site Improvements; Fort McCoy - Building 2000; Fort McCoy, Wisconsin

SB-12 (p. 2 of 2)

A E

T

C O

R P

W -E

LE

V

P -0

F O

R T

M C

C O

Y

B D

3.

G P

J A

E T

C

P T

W

E

LL

.G

0.0010.010.1110100

3/4 30 medium

D10 coarse

4 14081.5 6 200100

GRAIN SIZE IN MILLIMETERS

Specimen Identification

Specimen Identification

MC% LL PL PI Cc

SILT OR CLAY

GRADATION CURVES

0.0

1.2

0.0

0.0

27.6

%Sand %Silt %Clay

95.8

75.1

92.5

99.7

51.6

%Gravel

SAND

fine

D30

D60

U.S. SIEVE NUMBERS

20161410

U.S. SIEVE OPENING IN INCHES HYDROMETER

2.8

3.3

2.1

0.84

1.27

0.86

SB-02

SB-02

SB-03

SB-06

1.4'

0.8'

1.5'

5.0'

0.5'

1.4'

0.8'

1.5'

5.0'

0.5'

SB-01

SB-02

SB-02

SB-03

SB-06

1/2

P E R C E N T

F I N E R

B Y

W E I G H T

Sand, f grained (SP)

Silty sand, f grained (SM)

Sand with silt, f to m grained (SP-SM)

Sand, f to m grained (SP)

Silty sand with gravel, f to c grained (SM)

3/8

4.75

9.50

4.75

4.75

19.00

0.23

0.14

0.29

0.36

1.56

0.128

0.084

0.180

0.229

0.112

Classification Cu

D100

6 70504

GRAVEL

fine

COBBLES

coarse

0.0846

0.0877

0.1689

4.2

23.6

7.5

0.3

20.8

9/21/21 Proposed Site Improvements; Fort McCoy - Building 2000; Fort McCoy, Wisconsin

PROJECT AET JOB NO.

DATE

P-0006246

AMERICAN

0.0010.010.1110100

3/4 30 medium

D10 coarse

4 14081.5 6 200100

GRAIN SIZE IN MILLIMETERS

Specimen Identification

Specimen Identification

MC% LL PL PI Cc

SILT OR CLAY

GRADATION CURVES

6.8

0.3

33.9

22.0

0.0

%Sand %Silt %Clay

88.7

96.1

47.2

48.2

95.4

%Gravel

SAND

fine

D30

D60

U.S. SIEVE NUMBERS

20161410

U.S.…