W911SA23B2008_Attachment 5_Final Geotechnical Report - Fort McCoy Range 100 (signed).pdf

Geotechnical Investigation

Range 100 Improvements Task Order No. W911SA21F2097

USAMC 162850

Fort McCoy, Wisconsin | May 24, 2022

Geotechnical Investigation Range 100 Improvements

Fort McCoy, Wisconsin

Prepared for:

US Army

Prepared by:

Short Elliott Hendrickson Inc.

3535 Vadnais Center Drive

St. Paul, MN 55110

SEH is a registered trademark of Short Elliott Hendrickson Inc.

GEOTECHNICAL INVESTIGATION USAMC 162850

i

Contents 1 Introduction

2 Scope of Services

3 Geotechnical Investigation

3.1 Field Investigation

3.2 Laboratory Testing

3.3 Site Conditions

4 Geotechnical Recommendations

4.1 Earthwork

4.2 Stationary Infantry Target Emplacement

4.3 Utilities

5 Construction Considerations

5.1 Winter Construction

6 Field Observation and Testing

7 Basis of Recommendations

8 References

List of Tables Table 1 – Ground Water Summary

List of Appendices Factual Report of Subsurface Exploration – Proposed Site Improvement Range 100

(AET Report No. P-0006588 dated October 27, 2021)

Geotechnical Investigation Range 100 - Fort McCoy, Wisconsin Prepared for US Army

1 Introduction Range 100 contains a combat pistol range and modified record fire range extending to 300 meters. Range 100 is often ponded with surface water making areas of the range inoperable. The ponded water inundates areas around the stationary infantry targets (SIT) and has caused electrical and grounding problems. The area around the SITs is irregular and relatively flat so drainage is slow. The goal of the project is to develop drainage improvements that will reduce ponding of water within the shooting range, to repair and improve the existing power systems to the range and remove and replace existing shooting targets. Refer to Figure 1 for approximate extents of planned range improvements.

Figure 1. Range 100

2 Scope of Services The scope of services for this investigation included 15 soil borings performed within the existing range. 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.

3 Geotechnical Investigation

3.1 Field Investigation

The subsurface investigation included 15 SPT borings to depths ranging from 14 to 16 feet. The results of the field exploration program including boring/test locations and borings logs are provided in Appendix A.

Field electrical resistivity testing was performed at the site using the Wenner Four-Point method in general accordance with ASTM G57. The tests were centered at locations ER-1, ER-2, ER-3, ER-4, and ER-5. The field measurements and details of probe spacing are included on the resistivity data forms 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. Surficial fill generally consists of silty sand with fines contents ranging from 10 to 18 percent. Native sands encountered below surficial fill generally contained low amounts of fines, 0 to 9 percent or less passing the No. 200 Sieve.

At borings SB-12, SB-14, and SB-15 weathered sandstone was encountered beneath the native sand below elevations ranging from about 850.6 feet to 855 feet at borings SB-12 and SB-14, respectively. At borings SB-15, weathered sandstone was encountered below elevation 875.5 feet.

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.

Surface Elevation

(feet)

Ground Water Depth (feet)

Ground Water Elevation (feet)

SB-01 855.5 2.8 852.7

SB-02 857.9 4.3 853.6

SB-03 858.5 4.6 853.9

SB-04 859.0 3.1 855.9

SB-05 862.0 5.2 856.8

SB-06 860.2 4.3 855.9

SB-07 861.7 6 855.7

SB-08 860.0 3.6 856.4

SB-09 859.0 2.7 856.3

SB-10 864.1 5.6 858.5

SB-11 861.5 3.3 858.2

SB-12 867.2 6.5 860.7

SB-13 867.9 7.1 860.8

SB-14 863.6 2.8 860.8

SB-15 879.5 -1 -1

1. Water was not observed in Boring SB-15 prior to backfilling.

The elevation gradient observed between the borings across Range 100 suggest that groundwater flow may be occurring from the south / southeast to the north / northwest.

Groundwater level fluctuations occur due to seasonal variations in the amount of rainfall, runoff, river levels and other factors not evident at the time the borings were performed. Therefore, groundwater levels during construction or at other times during the life of the structures may be higher or lower than the levels indicated on the boring logs.

4 Geotechnical Recommendations

4.1 Earthwork

Prior to placement of new fill in areas where grades will be raised, existing topsoil and vegetation should be removed. A typical stripping depth of about 4 to 6 inches is expected. However, areas of both deeper and shallower stripping could be encountered.

Existing shooting targets, slabs, and utilities which will not otherwise be re-used should also be removed prior to placement of new fill.

On-site soils which are free of organics can be re-used as fill to raise grades at the site. Imported fill should be granular and generally meet WisDOT 209.2.2 Granular Backfill Grade 1 compacted to at least 90% of modified Proctor maximum dry unit weight.

4.2 Stationary Infantry Target Emplacement

As part of range improvements, numerous new Stationary Infantry Target Emplacements will be constructed. The stationary infantry target emplacements consist of concrete slab that support shooting target and other equipment. A graded berm at the front in the firing direction. The stationary infantry target emplacement slabs are grade supported.

The foundation soils are anticipated to consist of native sands or granular fill. Prior to placement of aggregate, the native sands should be recompacted to at least 90% of modified Proctor maximum dry unit weight.

As previously discussed, groundwater is present at relatively shallow depths and since the water ponding has caused previous issues with the performance of electrical systems associated with the emplacements, the slabs should be supported on at least 6 inches of open graded aggregate base (WisDOT 310.2) which ties to a drainage trench.

The drainage trench includes 6-inch diameter perforated underdrain pipe and should be backfilled with 2” to 3” crushed stone (AASHTO No. 1 Stone) and wrapped with geotextile filter fabric (WisDOT 645.2.2.4 Type DR Schedule A). The underdrain pipe should be connected to a storm outlet.

Aggregate materials should be compacted to at least 98% of Modified Proctor maximum dry unit weight.

4.3 Utilities

It is anticipated that primarily silty sand will be encountered during trenching for utilities. Trenches will be excavated to variable elevations throughout the site. Therefore, it should be anticipated to also encounter water bearing granular soils that will require dewatering or replacement.

Due to the likelihood of shallow groundwater and need to remove water from excavations, it is recommended to support all utilities on a minimum of 12-inches of open graded aggregate base (WisDOT 310.2) as bedding below the pipe. Wrap aggregate with geotextile filter fabric (WisDOT

645.2.2.4 Type DR Schedule A) in accordance with project specifications. Aggregate should be compacted to at least 98% of Modified Proctor maximum dry unit weight.

Where dry trench conditions are observed, the utilities can be bedded in sand.

Onsite soils which are free of organics should be used for trench backfill.

5 Construction Considerations

5.1 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.

6 Field Observation and Testing A geotechnical engineer or technician should observe the excavation to evaluate if the subgrade soils are consistent with the results of the soil borings. These observations should be conducted prior to placement of new fill and/or construction of target slabs or other foundations.

Dry unit weight and moisture content testing of the backfill beneath all slabs should take place at a rate of 3 tests (or greater) per 1000 square feet of scarified soil or backfill lift with a minimum of one test per lift at each structure location. Backfill around walls should be tested for dry unit weight and moisture content at a rate of one test per 500 cubic yards (compacted volume), or a minimum of three test, per material type, per structure. Test compaction of backfill utility trenches at a rate of 1 test per 300 cubic yards.

7 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 regarding the proposed facilities.

8 References 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 Range 100 (AET Report No.

P-0006588 dated October 27, 2021)

FACTUAL REPORT OF

SUBSURFACE EXPLORATION

Proposed Site Improvements Fort McCoy – Range 100 Town of Angelo, Wisconsin AET Project No. P-0006588

Date:

October 27, 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 27, 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 – Range 100 Town of Angelo, Wisconsin AET Project No. P-0006588

Dear Mr. Larsen:

We are pleased to present the results of our subsurface exploration program we performed for your site improvements project at Fort McCoy – Range 100 in the Town of Angelo, Wisconsin. These services were performed according to our proposal to you dated July 12, 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 – Range 100 Town of Angelo, Wisconsin AMERICAN October 27, 2021 ENGINEERING AET Project No. P-0006588 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

Town of Angelo, Wisconsin AMERICAN October 27, 2021 ENGINEERING AET Project No. P-0006588 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 Electrical Resistivity Test Locations Subsurface Boring Logs Gradation Curves Electrical Resistivity Test Results SBD-10793 – Soil Evaluation-Storm

APPENDIX B Geotechnical Report Limitations and Guidelines for Use

Town of Angelo, Wisconsin AMERICAN

1.0 INTRODUCTION

Short Elliot Hendrickson, Inc. (SEH) is providing engineering services for utility and site drainage improvements at Fort McCoy – Range 100 in the Town of Angelo, Wisconsin. 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 July 12, 2021. The authorized scope consists of the following:

• Field electrical resistivity testing at five locations using the Wenner Four-Point method.

• Fifteen standard penetration test borings to depths of 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 fifteen borings with standard penetration testing (SPT) on September 30 and October 1, 2021. SEH selected the number, depths, and locations of the borings. They also marked the boring locations and provided us the surface elevations at each location. The approximate boring 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 and mud-rotary techniques. 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

Town of Angelo, Wisconsin AMERICAN consistency is also noted for the natural soils, which are based on the standard penetration resistance (N-value). The electrical resistivity data is also found in Appendix A.

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 each boring.

Including the requested laboratory testing, we performed fifty-four moisture content tests, eighteen wash gradation (percent passing the P200 sieve) tests, and ten sieve analyses on the recovered soil samples. The moisture content and percent of silt/clay particles (%-200) test results are shown on the boring logs, 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.

We performed soil resistivity testing at the site on October 1, 2021, using the Wenner Four-Point method in general conformance with ASTM: G57. The tests were centered at locations ER-1, ER- 2, ER-3, ER-4, and ER-5. SEH selected the number, locations, and spacing of the resistivity tests.

The approximate locations are shown on Figure 1 in Appendix A. The field measurements and details on test spacing and orientation are included on the resistivity data forms in Appendix A.

4.0 SITE CONDITIONS

4.1 Surface Observations

On the days we drilled the project area consisted of an existing firing range including typical range structures/components, gravel drive areas, and multiple buildings with surrounding pavement areas at the northeast corner of the site. The ground surface generally sloped downward from south to north with a maximum elevation difference among our borings of about 24 feet.

4.2 Subsurface Soils

We measured about 4 to 12 inches of topsoil at the surface of our borings, overlying fill (seven borings) and/or coarse alluvium. The fill was encountered to depths of about 1 to 3.5 feet in borings SB-02, SB-03, SB-04, SB-07, SB-08, SB-09, and SB-15, and consisted of sand with varying silt and gravel contents. The coarse alluvium was very loose to very dense sand with varying silt and gravel contents.

Town of Angelo, Wisconsin AMERICAN

We encountered weathered sandstone in borings SB-12, SB-14, and SB-15, having the fabric of dense to very dense sand.

4.3 Groundwater

We measured groundwater at the depths shown in Table 1. We did not encounter groundwater in boring SB-15. 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.

Table 1: Groundwater Depths/Elevations

Boring Surface Elevation (ft) Measured Water Levels

Depth (ft) Elevation (ft)

SB-01 855.5 2.8 852.7

SB-02 857.9 4.3 853.6

SB-03 858.5 4.6 853.9

SB-04 859.0 3.1 855.9

SB-05 862.0 5.2 856.8

SB-06 860.2 4.3 855.9

SB-07 861.7 6.0 855.7

SB-08 860.0 3.6 856.4

SB-09 859.0 2.7 856.3

SB-10 864.1 5.6 858.5

SB-11 861.5 3.3 858.2

SB-12 867.2 6.5 860.7

SB-13 867.9 7.1 860.8

SB-14 863.6 2.8 860.8

SB-15 879.5 Not encountered NA

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.

Town of Angelo, Wisconsin AMERICAN

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; Range 100 – Fort McCoy Town of Angelo, Wisconsin AMERICAN

Geotechnical Field Exploration and Testing

Boring Log Notes Unified Soil Classification System

Figure 1 – Boring and Electrical Resistivity Test Locations Subsurface Boring Logs

Gradation Curves Electrical Resistivity Test Results

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 15 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 57) we used for this project has a measured energy transfer ratio of 89%. 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

� ∗ 𝑁𝑁𝑓𝑓

Where: N = corrected SPT blow count ETR = hammer energy transfer ratio Nf = uncorrected SPT blow count

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)

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

P E

R C

E N

T

P

A S

S

IN

G

P E

R C

E N

T

R

E T

A

IN

E D

D60 = 15mm

D30 = 2.5mm

D10 = 0.075mm

Cu = = = 200 D60

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 " L

IN

E

"U " L

IN

E

CL

OR O

L

CH OR O

H

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

P L A

S T

IC

IT

Y I N

D E

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-03

SB-08

SB-09

SB-04

ER-1

SB-05

ER-2

SB-06

SB-07

ER-3

SB-10

SB-12

SB-13

SB-11

ER-4

SB-14

ER-5

SB-15

Figure 1 - Boring and Electrical Resistivity Test Locations Proposed Site Improvements Fort McCoy - Range 100 AET Project No. P-0006588 Date: October 27, 2021

Boring Location

Electrical Resistivity Test Location

SILTY SAND with organics, fine to medium grained, dark brown, moist

(SM)

SILTY SAND, fine to medium grained, dark brown to grayish brown, moist to wet, loose (SM) SAND, fine to medium grained, gray to yellowish brown, waterbearing, loose to medium dense (SP)

SAND, fine grained, gray to yellowish brown, waterbearing, medium dense

(SP)

SILTY SAND, fine grained, brown, waterbearing, loose (SM)

SAND, fine to medium grained, brown, waterbearing, loose, with laminations of clayey sand (SP) End of boring at 16.0 feet

854.7

853.5

849.5

841.5

840.5

839.5

TOPSOIL

COARSE

ALLUVIUM

SS

SS

SS

SS

SS

SS

SS

SS

M/W

W

W

W

W

W

W

W

LG: 57

WATER

LEVEL

DR:

9/30/21

3.25" HSA

HSA w/DM

SURFACE ELEVATION:

BORING

COMPLETED:

DATE

6.0

6.0

DEPTH:

DRILLING

FLUID LEVEL

855.5

CAVE-IN

DEPTH

CASING

DEPTH

SAMPLED

DEPTH

9/30/21

9/30/21

TIME

DRILLING METHOD NOTE: REFER TO

THE ATTACHED

SHEETS FOR AN

EXPLANATION OF

TERMINOLOGY ON

THIS LOG

Rig:

3.5

3.5

GM

0-4.0'

4.0-14.0' None

None

4.0

4.0

WATER LEVEL MEASUREMENTS

3.2

2.8

LD

qp %-#200

ELEV.

FEET

P-0006588

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 - Range 100; 13th Avenue; Town of Angelo, 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

R A

N G

E

.G

P J

A E

T

C P

T

W E

LL

.G

D T

0/

/2

FILL, sand with silt and organics, fine to medium grained, dark brown, moist

(SP-SM)

FILL, sand, fine to medium grained, grayish brown, moist (SP)

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

End of boring at 16.0 feet

857.6

854.4

853.9

841.9

TOPSOIL /

FILL

FILL

COARSE

ALLUVIUM

SS

SS

SS

SS

SS

SS

SS

SS

M

M

M/W

W

W

W

W

W

LG: 57

WATER

LEVEL

DR:

15559/30/21

3.25" HSA

HSA w/DM

SURFACE ELEVATION:

BORING

COMPLETED:

DATE

10.0

10.0

10.0

DEPTH:

DRILLING

FLUID LEVEL

857.9

CAVE-IN

DEPTH

CASING

DEPTH

SAMPLED

DEPTH

9/30/21

9/30/21

9/30/21

TIME

DRILLING METHOD NOTE: REFER TO

THE ATTACHED

SHEETS FOR AN

EXPLANATION OF

TERMINOLOGY ON

THIS LOG

Rig:

6.3

6.5

6.2

GM

0-8.0'

8.0-14.0' None

None

None

8.0

8.0

8.0

WATER LEVEL MEASUREMENTS

5.8

4.6

4.3

LD

qp %-#200

ELEV.

FEET

P-0006588

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 - Range 100; 13th Avenue; Town of Angelo, 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

R A

N G

E

.G

P J

A E

T

C P

T

W E

LL

.G

D T

0/

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

(SM)

FILL, mix of silty sand and sand, very dark brown and brown, fine to medium grained, moist SAND, fine to medium grained, brown to light brown, moist to waterbearing, loose (SP)

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

SAND, fine to medium grained, brown, waterbearing, medium dense to dense

(SP)

End of boring at 15.9 feet

858.1

856.5

852.5

846.5

842.6

TOPSOIL /

FILL

FILL

COARSE

ALLUVIUM

SS

SS

SS

SS

SS

SS

SS

SS

M

M

M/W

W

W

W

W

W

LG: 57

WATER

LEVEL

DR:

9/30/21

3.25" HSA

HSA w/DM

SURFACE ELEVATION:

BORING

COMPLETED:

DATE

10.0

10.0

DEPTH:

DRILLING

FLUID LEVEL

858.5

CAVE-IN

DEPTH

CASING

DEPTH

SAMPLED

DEPTH

9/30/21

9/30/21

TIME

DRILLING METHOD NOTE: REFER TO

THE ATTACHED

SHEETS FOR AN

EXPLANATION OF

TERMINOLOGY ON

THIS LOG

Rig:

6.0

5.8

GM

0-8.0'

8.0-14.0' None

None

8.0

8.0

WATER LEVEL MEASUREMENTS

5.5

4.6

LD

qp %-#200

ELEV.

FEET

P-0006588

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 - Range 100; 13th Avenue; Town of Angelo, 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

R A

N G

E

.G

P J

A E

T

C P

T

W E

LL

.G

D T

0/

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

(SM)

FILL, sand with silt, fine to medium grained, a little gravel, dark brown, moist, with trace organics and lenses of sandy silt (SP-SM) SAND WITH SILT, fine to medium grained, gray, moist to waterbearing, very loose, with lenses of silty sand, possible fill (SP-SM) SAND, fine to medium grained, grayish brown to brown, waterbearing, loose to medium dense (SP)

SAND, fine grained, brown and light brown, waterbearing, medium dense

(SP)

Sandy SILT, gray to dark gray, waterbearing, loose (ML) End of boring at 16.0 feet

858.5

857.0

855.0

847.0

843.5

843.0

TOPSOIL /

FILL

FILL

COARSE

ALLUVIUM

FINE

ALLUVIUM

SS

SS

SS

SS

SS

SS

SS

SS

M

M/W

W

W

W

W

W

W

LG: 57

WATER

LEVEL

DR:

14059/30/21

3.25" HSA

HSA w/DM

SURFACE ELEVATION:

BORING

COMPLETED:

DATE

10.0

10.0

10.0

DEPTH:

DRILLING

FLUID LEVEL

859.0

CAVE-IN

DEPTH

CASING

DEPTH

SAMPLED

DEPTH

9/30/21

9/30/21

9/30/21

TIME

DRILLING METHOD NOTE: REFER TO

THE ATTACHED

SHEETS FOR AN

EXPLANATION OF

TERMINOLOGY ON

THIS LOG

Rig:

6.6

6.0

5.8

GM

0-8.0'

8.0-14.0' None

None

None

8.0

8.0

8.0

WATER LEVEL MEASUREMENTS

5.0

3.4

3.1

LD

qp %-#200

ELEV.

FEET

P-0006588

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 - Range 100; 13th Avenue; Town of Angelo, 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

R A

N G

E

.G

P J

A E

T

C P

T

W E

LL

.G

D T

0/

SILTY SAND with organics, fine to medium grained, very dark brown to dark brown, moist (SM) SAND WITH SILT, fine to medium grained, dark brown, moist, loose

(SP-SM)

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

SAND, fine grained, brown, waterbearing, loose (SP)

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

End of boring at 16.0 feet

861.3

860.0

850.0

848.0

846.0

TOPSOIL

COARSE

ALLUVIUM SS

SS

SS

SS

SS

SS

SS

SS

M

M

M/W

W

W

W

W

W

LG: 57

WATER

LEVEL

DR:

13009/30/21

3.25" HSA

HSA w/DM

SURFACE ELEVATION:

BORING

COMPLETED:

DATE

10.0

10.0

810.0

DEPTH:

DRILLING

FLUID LEVEL

862.0

CAVE-IN

DEPTH

CASING

DEPTH

SAMPLED

DEPTH

9/30/21

9/30/21

9/30/21

TIME

DRILLING METHOD NOTE: REFER TO

THE ATTACHED

SHEETS FOR AN

EXPLANATION OF

TERMINOLOGY ON

THIS LOG

Rig:

6.7

6.5

6.5

GM

0-8.0'

8.0-14.0' None

None

None

8.0

8.0

8.0

WATER LEVEL MEASUREMENTS

6.3

5.3

5.2

LD

qp %-#200

ELEV.

FEET

P-0006588

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 - Range 100; 13th Avenue; Town of Angelo, 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

R A

N G

E

.G

P J

A E

T

C P

T

W E

LL

.G

D T

0/

SILTY SAND with organics, fine to medium grained, dark brown, moist

(SM)

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

(SP-SM)

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

SAND, fine grained, brown, waterbearing, very loose to loose (SP)

End of boring at 16.0 feet

859.5

857.7

852.2

844.2

TOPSOIL

COARSE

ALLUVIUM SS

SS

SS

SS

SS

SS

SS

SS

M

M

M/W

W

W

W

W

W

LG: 57

WATER

LEVEL

DR:

11509/30/21

3.25" HSA

HSA w/DM

SURFACE ELEVATION:

BORING

COMPLETED:

DATE

10.0

10.0

10.0

DEPTH:

DRILLING

FLUID LEVEL

860.2

CAVE-IN

DEPTH

CASING

DEPTH

SAMPLED

DEPTH

9/30/21

9/30/21

9/30/21

TIME

DRILLING METHOD NOTE: REFER TO

THE ATTACHED

SHEETS FOR AN

EXPLANATION OF

TERMINOLOGY ON

THIS LOG

Rig:

7.6

6.4

6.1

GM

0-8.0'

8.0-14.0' None

None

None

8.0

8.0

8.0

WATER LEVEL MEASUREMENTS

5.4

4.5

4.3

LD

qp %-#200

ELEV.

FEET

P-0006588

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 - Range 100; 13th Avenue; Town of Angelo, 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

R A

N G

E

.G

P J

A E

T

C P

T

W E

LL

.G

D T

0/

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

(SM)

FILL, silty sand, fine to medium grained, a little gravel, brown, moist, with trace roots (SM) SAND, fine to medium grained, light brown to gray, moist to waterbearing, loose to medium dense (SP)

SAND, fine grained, grayish brown, waterbearing, medium dense (SP)

End of boring at 16.0 feet

861.2

860.2

849.7

845.7

TOPSOIL /

FILL

FILL

COARSE

ALLUVIUM

SS

SS

SS

SS

SS

SS

SS

SS

M

M

M

W

W

W

W

W

LG: 57

WATER

LEVEL

DR:

11009/30/21

3.25" HSA

HSA w/DM

SURFACE ELEVATION:

BORING

COMPLETED:

DATE

12.0

12.0

12.0

DEPTH:

DRILLING

FLUID LEVEL

861.7

CAVE-IN

DEPTH

CASING

DEPTH

SAMPLED

DEPTH

9/30/21

9/30/21

9/30/21

TIME

DRILLING METHOD NOTE: REFER TO

THE ATTACHED

SHEETS FOR AN

EXPLANATION OF

TERMINOLOGY ON

THIS LOG

Rig:

7.7

7.7

7.7

GM

0-10.0'

10.0-14.0' None

None

None

10.0

10.0

10.0

WATER LEVEL MEASUREMENTS

7.0

6.4

6.0

LD

qp %-#200

ELEV.

FEET

P-0006588

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 - Range 100; 13th Avenue; Town of Angelo, Wisconsin

SB-07 (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

R A

N G

E

.G

P J

A E

T

C P

T

W E

LL

.G

D T

0/

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

(SM)

FILL, sand, fine to medium grained, brown, moist (SP) SAND WITH SILT, fine to medium grained, dark brown, moist, loose

(SP-SM)

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

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

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

End of boring at 16.0 feet

859.5

859.0

858.0

854.0

850.0

844.0

TOPSOIL /

FILL

FILL

COARSE

ALLUVIUM

SS

SS

SS

SS

SS

SS

SS

SS

M

M/W

W

W

W

W

W

W

LG: 57

WATER

LEVEL

DR:

10/1/21

3.25" HSA

HSA w/DM

SURFACE ELEVATION:

BORING

COMPLETED:

DATE

6.0

6.0

DEPTH:

DRILLING

FLUID LEVEL

860.0

CAVE-IN

DEPTH

CASING

DEPTH

SAMPLED

DEPTH

10/1/21

10/1/21

TIME

DRILLING METHOD NOTE: REFER TO

THE ATTACHED

SHEETS FOR AN

EXPLANATION OF

TERMINOLOGY ON

THIS LOG

Rig:

3.8

3.8

GM

0-4.0'

4.0-14.0' None

None

4.0

4.0

WATER LEVEL MEASUREMENTS

3.7

3.6

LD

qp %-#200

ELEV.

FEET

P-0006588

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 - Range 100; 13th Avenue; Town of Angelo, 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

R A

N G

E

.G

P J

A E

T

C P

T

W E

LL

.G

D T

0/

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

(SM)

FILL, sand, fine to medium grained, brown to dark brown, moist (SP) SAND WITH SILT, fine to medium grained, dark brown, moist (SP-SM) SAND, fine to medium grained, brown, moist to waterbearing, medium dense

(SP)

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

SAND, fine to medium grained, gray, waterbearing, medium dense (SP)

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

SAND, fine to medium grained, yellowish brown to brown, waterbearing, loose to very dense (SP)

End of boring at 15.4 feet

858.5

857.5

857.0

855.0

853.0

851.0

849.0

843.6

89/.9

TOPSOIL /

FILL

FILL

COARSE

ALLUVIUM

SS

SS

SS

SS

SS

SS

SS

SS

M

M/W

W

W

W

W

W

W

LG: 57

WATER

LEVEL

DR:

10/1/21

3.25" HSA

HSA w/DM

SURFACE ELEVATION:

BORING

COMPLETED:

DATE

6.0

6.0

DEPTH:

DRILLING

FLUID LEVEL

859.0

CAVE-IN

DEPTH

CASING

DEPTH

SAMPLED

DEPTH

9/30/21

10/1/21

TIME

DRILLING METHOD NOTE: REFER TO

THE ATTACHED

SHEETS FOR AN

EXPLANATION OF

TERMINOLOGY ON

THIS LOG

Rig:

3.8

3.7

GM

0-4.0'

4.0-14.0' None

None

4.0

4.0

WATER LEVEL MEASUREMENTS

3.4

2.7

LD

qp %-#200

ELEV.

FEET

P-0006588

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 - Range 100; 13th Avenue; Town of Angelo, 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

R A

N G

E

.G

P J

A E

T

C P

T

W E

LL

.G

D T

0/

SILTY SAND with organics, fine to medium grained, very dark brown, moist

(SM)

SAND WITH SILT, fine to medium grained, dark brown, moist, loose, with trace organics (SP-SM) SAND, fine to medium grained, brown to gray, moist to waterbearing, loose to medium dense (SP)

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

End of boring at 16.0 feet

863.7

862.1

854.1

848.1

TOPSOIL

COARSE

ALLUVIUM SS

SS

SS

SS

SS

SS

SS

SS

M

M

M/W

W

W

W

W

W

LG: 57

WATER

LEVEL

DR:

10/1/21

3.25" HSA

HSA w/DM

SURFACE ELEVATION:

BORING

COMPLETED:

DATE

8.0

8.0

DEPTH:

DRILLING

FLUID LEVEL

864.1

CAVE-IN

DEPTH

CASING

DEPTH

SAMPLED

DEPTH

10/1/21

10/1/21

TIME

DRILLING METHOD NOTE: REFER TO

THE ATTACHED

SHEETS FOR AN

EXPLANATION OF

TERMINOLOGY ON

THIS LOG

Rig:

6.2

6.1

GM

0-6.0'

6.0-14.0' None

None

6.0

6.0

WATER LEVEL MEASUREMENTS

5.9

5.6

LD

qp %-#200

ELEV.

FEET

P-0006588

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 - Range 100; 13th Avenue; Town of Angelo, 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

R A

N G

E

.G

P J

A E

T

C P

T

W E

LL

.G

D T

0/

SILTY SAND with organics, fine to medium grained, very dark brown, moist

(SM)

SILTY SAND, fine to medium grained, very dark brown, moist, loose, with trace organics (SM) SAND WITH SILT, fine to medium grained, dark brown, moist, loose

(SP-SM)

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

(SP)

SAND, fine to medium grained, yellowish brown, waterbearing, medium dense (SP)

SAND, fine grained, yellowish brown, waterbearing, medium dense to very dense (SP)

End of boring at 15.5 feet

861.2

860.0

859.5

857.5

853.5

851.5

846.0

TOPSOIL

COARSE

ALLUVIUM SS

SS

SS

SS

SS

SS

SS

SS

M

M/W

W

W

W

W

W

W

LG: 57

WATER

LEVEL

DR:

10/1/21

3.25" HSA

HSA w/DM

SURFACE ELEVATION:

BORING

COMPLETED:

DATE

6.0

6.0

DEPTH:

DRILLING

FLUID LEVEL

861.5

CAVE-IN

DEPTH

CASING

DEPTH

SAMPLED

DEPTH

10/1/21

10/1/21

TIME

DRILLING METHOD NOTE: REFER TO

THE ATTACHED

SHEETS FOR AN

EXPLANATION OF

TERMINOLOGY ON

THIS LOG

Rig:

3.7

3.6

GM

0-4.0'

4.0-14.0' None

None

4.0

4.0

WATER LEVEL MEASUREMENTS

3.6

3.3

LD

qp %-#200

ELEV.

FEET

P-0006588

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 - Range 100; 13th Avenue; Town of Angelo, 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

R A

N G

E

.G

P J

A E

T

C P

T

W E

LL

.G

D T

0/

SILTY SAND with organics, fine to medium grained, very dark brown, moist

(SM)

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

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

Weathered sandstone: SAND, fine to medium grained, grayish brown, waterbearing, very dense (SP)

End of boring at 14.4 feet

866.2

865.2

855.2

852.8

73/.4

73/.4

TOPSOIL

COARSE

ALLUVIUM

WEATHERED

SANDSTONE

SS

SS

SS

SS

SS

SS

SS

SS

M

M

M

M/W

W

W

W

W

LG: 57

WATER

LEVEL

DR:

10/1/21

3.25" HSA

HSA w/DM

SURFACE ELEVATION:

BORING

COMPLETED:

DATE

10.0

10.0

DEPTH:

DRILLING

FLUID LEVEL

867.2

CAVE-IN

DEPTH

CASING

DEPTH

SAMPLED

DEPTH

10/1/21

10/1/21

TIME

DRILLING METHOD NOTE: REFER TO

THE ATTACHED

SHEETS FOR AN

EXPLANATION OF

TERMINOLOGY ON

THIS LOG

Rig:

7.6

7.3

GM

0-8.0'

8.0-14.0' None

None

8.0

8.0

WATER LEVEL MEASUREMENTS

7.2

6.5

LD

qp %-#200

ELEV.

FEET

P-0006588

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 - Range 100; 13th Avenue; Town of Angelo, Wisconsin

SB-12 (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

R A

N G

E

.G

P J

A E

T

C P

T

W E

LL

.G

D T

0/

SAND WITH SILT and organics, fine to medium grained, dark brown, moist

(SP-SM)

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

SAND WITH SILT, fine grained, brown, moist to waterbearing, loose

(SP-SM)

SAND, fine grained, brown, waterbearing, loose (SP)

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