W911SA-18-B-2004_Attachment_2.1_Specifications_Appendix_A_-_Geotech_Well_31.pdf

GEOTECHNICAL INVESTIGATION

REPORT

Pump House for Well 31

South Post Well Field

SOW Contract No. W911SA-15-D-0016-0019

Fort McCoy, WI

Prepared For:

Short Elliott Hendrickson, Inc.

312 S. 3 rd

Street

La Cross, WI 54601

Prepared By:

Himalayan Consultants, LLC

W156 N11357 Pilgrim Road

Germantown, WI 53022

Phone: (262) 502-0066 • Fax: (262) 502-0077

November 4, 2016

GEOTECHNICAL INVESTIGATION

REPORT

South Post Well Field

Fort McCoy, WI

Prepared By:

Himalayan Consultants, LLC

W156 N11357 Pilgrim Road

Germantown, WI 53022

Phone: (262) 502-0066; Fax: (262) 502-0077

Mark Babich, P.E.

Project Engineer

Gopal K. Adhikary, P.E.

Principal / Senior Geotechnical Engineer i

TABLE OF CONTENTS

1.0 EXECUTIVE SUMMARY

2.0 INTRODUCTION

3.0 PROJECT DESCRIPTION

4.0 GEOLOGICAL SETTING

5.0 SUBSURFACE INVESTIGATION

6.0 INVESTIGATION RESULTS

6.1 Field and Laboratory Testing

6.2 Surface Conditions

6.3 Subsurface Conditions

6.3.1 Soil Conditions

6.3.2 Groundwater Conditions

6.3.3 Seismic Classification

7.0 ANALYSIS AND RECOMMENDATIONS

7.1 Site Preparation

7.2 Building

7.2.1 Floor Slab

7.2.2 Sliding and Lateral Stability

7.3 Driveways

7.3.1 Pavement Design Parameters

7.3.2 Recommended Pavement Type

8.0 CONSTRUCTION CONSIDERATIONS

8.1.1 Construction Inspection

8.1.2 Moisture Sensitive Soils

8.1.3 Excavation

8.1.4 Seepage and Subgrade Drainage

ii

9.0 LIMITATIONS

LIST OF TABLES

Table 4-1: Typical Soil Type Profiles 3

Table 5-1: Test Boring Summary 4

Table 7-1: Excavation and Fill for Foundation Grades 7

Table 7-2: Pavement Design Parameters 10

APPENDICES

Appendix A: Maps and Figures

Figure 1: Project Location Map

Figure 2: Boring Location Map

Appendix B: Soil Boring Logs

USCS Soil Classification System

Symbols and Terminology iii

ACRONYMS, ABBREVIATIONS, AND SYMBOLS

ASTM American Society of Testing Materials bgs Below ground surface bpf Blows per foot

ESAL Equivalent Single Axle Load ft Feet

NRCS Natural Resources Conservation Service

PAL Product Acceptability List psi Pounds per square inch psf Pounds per square foot qest Unconfined compressive strength

SN Structural Number

SPT Standard Penetration Test tsf Tons per square foot

USCS Unified Soil Classification System

USDA United States Department of Agriculture

WAPA Wisconsin Asphalt Pavement Association

WDNR Wisconsin Department of Natural Resources

~ Approximately

N Standard Penetration Resistance (N-value)

N60 N-value Corrected for Hammer Efficiency

Geotechnical Investigation Report

Fort McCoy, Wisconsin 1

SOW 0019

1.0 EXECUTIVE SUMMARY

Himalayan Consultants, LLC (Himalayan) was contracted by Short Elliott Hendrickson, Inc.

(SEH) to perform a geotechnical investigation in connection with the construction of a pump house for South Post Well 31 in Fort McCoy, Wisconsin. The proposed building is estimated to be approximately 22 feet long and 26 feet wide. According to SEH, the finished floor elevation

(FFE) of the new building is anticipated to be at an elevation of 932.00 feet. The finished floor will consist of slab-on-grade concrete.

A summary of our findings, conclusions, and recommendations based on the subsurface conditions encountered are as follows:

Based on the subsurface information obtained from test borings advanced at the Project Site, the subgrade soils encountered generally consisted of loess and residuum deposits. No free water was observed in the test borings within depths ranging from approximately 6 to 16 feet below ground surface.

The Project Site is classified as Site Class D for seismic design based on the subsurface conditions encountered during the investigation. The recommendations and design parameters for use in design and construction at the Project Site include:

Foundation Support

Maximum net allowable soil bearing capacity: 3,000 pounds per square foot (psf)

Minimum foundation widths o Continuous strip footings: 24 inches o Isolated column footings: 30 inches

Subgrade modulus (k) for design of the floor slab: 150 pounds per cubic inch (pci)

Selection and Placement of Engineered Backfill

Where sandy topsoil or loose sands are present, compacted engineered backfill placed from a stable subgrade of native medium dense sands or native sands compacted to at least 95% of the modified Proctor density is recommended to reestablish the foundation grades for footing and floor slabs. Refer to Sections 7.1 and 7.2 for further guidance.

Pavement Support

See Section 7.3 for pavement design parameters for design of the driveway.

Fort McCoy, Wisconsin 2

2.0 INTRODUCTION

This report presents the results of a geotechnical investigation conducted for construction of a pump house for South Post Well 31 in Fort McCoy, Wisconsin (hereafter referred to as Project

Site). See Figure 1, Appendix A for the location of the Project Site.

The purpose of this investigation was to evaluate the soil and groundwater conditions and develop foundation design parameters for use in the construction of the new building at the

Project Site. Construction considerations and recommendations for foundation and floor slabs subgrades and selection/placement of engineered fill in these areas, are discussed in Sections 7 and 8 of this report.

3.0 PROJECT DESCRIPTION

Based on the information provided by SEH, the proposed pump house for Well 31 is anticipated to be approximately 22 feet long and 26 feet wide.

The finished floor elevation (FFE) of the new building is anticipated to be at an elevation of

932.00 feet. The finished floor will consist of slab-on-grade concrete.

4.0 GEOLOGICAL SETTING

Due to the extensive glacial erosion in the area, the earliest bedrock unit remaining is sandstone / shale rock from the early Cambrian Period (~540-million year old). These shale and sandstone bedrock formations extend throughout the entire county and are estimated to be 15 to 30 meters

(50 to 100 feet) below ground surface at the Project Site [Ref. 1]. The Cambrian bedrock at the

Project Site is located in the ‘Driftless Area’ of Wisconsin, where the most recent glacial event about 15,000 years ago did not deposit any glacial material or “drift”. This region is characterized by an eroded plateau with bedrock overlain by varying thicknesses of loess (wind-blown) deposits and loamy residuum of sandstone. The source of these deposits is typically from the erosion of local bedrock materials, producing non-stratified layers of sand, silt, and some clay [Ref. 2].

A review of the USDA Natural Resources Conservation Service (NRCS) Web Soil Survey of

Monroe County, Wisconsin indicates that the predominant soils at the Project Site consist of fine sands [Ref. 3].

A typical profile and description of the major soil is outlined in Table 4-1.

Fort McCoy, Wisconsin 3

Table 4-1: Typical Soil Type Profiles

South Post Well Field, Fort McCoy, WI

SOW Contract No. W911SA-15-D-0016-0019

Soil Series Type Symbol Soil Layer Depth

(inches) Soil Profile

Tarr sand

561B

0-6 Sand

6-34 Sand

34-62 Sand

Notes:

1. Described as sand that is excessively drained, negligible runoff potential, and no frequent ponding or flooding.

Based on the water table and soil properties information obtained from the USDA NRCS Web

Soil Survey, the depth to the seasonal high water table is more than 80 inches below ground surface (bgs). This soil is suited to trees and dwellings with or without basements [Ref. 3].

5.0 SUBSURFACE INVESTIGATION

On October 5, 2016, Chosen Valley Testing, Inc. (CVT), under a contract with Himalayan, advanced 4 test borings (B-1 through B-4) at the Project Site. The test boring B-1 and B-2 were located on south east of the pump house (pavement boring). Borings B-3 and B-4 were located on the west and south-east of the proposed pump house (structure borings). The test boring locations were based on the boring layout map provided by SEH and were staked out in the field by Himalayan (see Figure 2, Appendix A for Boring Location Map).

The borings were advanced to depths ranging from 6 to 16 feet bgs. The pavement borings B-1 and B-2 were advanced to 6 feet bgs and structure borings B-3 and B-4 were advanced to 16 feet bgs.

The ground surface elevations at boring locations were obtained based on field survey conducted by Himalayan using a GPS device and connecting to the WISCORS (Wisconsin Continually

Operating Reference Station) network for Monroe County. Vertical datum is referenced to the

North American Vertical Datum 1988(91), NAVD 88(91).

Table 5-1 presents a summary of location, elevation, depth, topsoil and/or pavement thickness and groundwater information for each boring.

Fort McCoy, Wisconsin 4

Table 5-1: Test Boring Summary

South Post Well Field, Fort McCoy, WI

Test

Boring

Location

Current Ground

Elevation

(ft)

Topsoil

(inches)

Pavement

(inches)

Depth

(ft)

Estimated

Groundwater Level (ft)

Depth Elevation

B-1

See Figure 2, Appendix A

931.99 6 -- 6 -- --

B-2 931.89 6 -- 6 -- --

B-3 929.02 6 -- 16 -- --

B-4 925.94 6 -- 16

Notes:

1. Depths measured below the existing grades; ft = feet.

2. No free water was encountered during drilling.

The borings were advanced using a rotary drilling rig in accordance with the specifications for the Standard Penetration Test (SPT) ASTM D1586 (AASHTO T206) [Ref. 4]. Soil sampling was performed at 2.5-foot intervals from the ground surface to boring terminal depths, using a two-inch outside diameter by 1.375-inch inside diameter split-spoon sampler. The split-spoon sampler was driven 18 inches into the soil using a 140-pound hammer. The blow counts were recorded for every six inches of penetration. The SPT Standard Penetration Resistance (N-value), which is the total number of blows required to penetrate the last 12 inches, was recorded for each sample interval throughout the borings.

The acquired soil samples were taken to Himalayan’s office for further examination and determination of natural water content. Each sample was examined and classified by Himalayan in accordance with the Unified Soil Classification System (USCS). Himalayan visually classified the soils and prepared a log of each boring.

Upon completion of sampling and water level observations, all boreholes were properly abandoned / backfilled per the Wis. Adm. Code NR 141 [Ref. 5].

6.0 INVESTIGATION RESULTS

6.1 Field and Laboratory Testing

Soils obtained from the subsurface investigation consisted predominantly of cohesionless soils.

The SPT N-values for all soil samples were recorded during drilling and ranged from 8 to 29.

The laboratory testing for natural water content determination was performed on all of the soil samples in accordance with ASTM Standard D2216-10. The natural water content (w) for the soil samples ranged from approximately 1 to 3 percent.

Fort McCoy, Wisconsin 5

Refer to the Soil Boring Logs in Appendix B for field and laboratory testing results.

6.2 Surface Conditions

The existing ground surface in the area of proposed building consists generally of a grass-covered lawn with trees in surrounding area.

Based on the ground surface elevations measured at boring locations, a maximum topographic relief of approximately 6 feet was observed across the Project Site along the northwest and southeast direction.

6.3 Subsurface Conditions

6.3.1 Soil Conditions

The subgrade soils encountered in the test borings generally consisted of loess and residuum deposits. Fine sand with clay topsoil (~6 inches thick) was encountered in test borings B-1, B-2, B3 and B-4.

A more detailed description of soil types and groundwater conditions encountered in each boring advanced at the Project Site is provided on the Soil Boring Logs in Appendix B. The following is a generalized summary of the subsurface information based on the soil types:

Loess and residuum: Present in all borings below the pavement or sandy topsoil. The soils formed in loess and in sand or loamy residuum weathered from the underlying sandstone. The loamy residuum deposits encountered in the borings generally consisted of fine sands of loose to medium dense relative densities (N-values = 8 to 29).

Generally, the soil survey data (sands) from the USDA-NRCS Web Soil Survey correlated very well with the predominant native soils (fine sands) encountered during this investigation.

6.3.2 Groundwater Conditions

Based on observations made during drilling, no free water was observed in all test borings within depths ranging from approximately 6 to 16 feet bgs (see Table 5-1). It should be noted that the depth to groundwater can vary throughout the year, depending on several environmental factors that include seasonal variations in precipitation, infiltration and surface runoff.

Fort McCoy, Wisconsin 6

6.3.3 Seismic Classification

Based on the subsurface soil conditions encountered in the Project Site and site classification criteria for seismic design as defined in Tables 1613.5.2 and 1613.5.5 of 2009 International

Building Code [Ref. 6], the Site Class D (stiff soil profile) should be used in the structural design of the proposed building.

7.0 ANALYSIS AND RECOMMENDATIONS

7.1 Site Preparation

Prior to the placement of new fill or preparation of the construction area subgrades, Himalayan recommends that the area for the proposed pump house be stripped of all surficial organic matter, trees, root bulbs, existing pavement, existing utilities, frozen soils and topsoil from within and a minimum of five feet beyond the proposed building and paved areas.

After stripping/removal of the unsuitable materials as described above, the subgrade should be proof rolled prior to placement of any backfill to raise the site grades. The purpose of proof-rolling is to investigate the presence of any soft/loose or yielding areas prior to fill placement.

The proof rolling should be performed using a fully-loaded tandem axle dump truck or rubber tired vehicle of similar size and weight (typically a nine tons per axle truck where cohesive soils are present and a large vibratory steel drummed roller where granular soils are present). Soils that are observed to rut or deflect excessively under moving load (typically > 1”) should be removed and replaced with properly compacted engineered fill and stabilized prior to backfilling.

If subgrade instability is observed, the unsuitable material should be replaced to a depth of at least 2 feet below the proof-rolled subgrade with compacted engineered fill.

All proof-rolling activities including identification of the soft or unstable areas, removal depths and stabilization methods should be conducted under the direction of a geotechnical engineer or a qualified soil technician and should be performed during a period of dry weather.

The backfill for the building pad and any other load bearing areas should consist of granular engineered material containing one of the following: a mixture of well graded sand and gravel, crushed stone, crushed gravel, crushed concrete or other broken or fragmented materials. The backfill should be free of organic, frozen, or other deleterious materials, and have a maximum particle size of less than three inches, a liquid limit of no greater than 25, a plasticity index of no greater than 6 and a maximum of 15% of materials passing the No. 200 sieve. The engineered backfill should be placed in maximum lifts of eight inches of loose material and should be compacted to at least 95 percent of the maximum dry density and to within three percent of the optimum moisture content as determined by the modified Proctor test (ASTM D1557). The

Fort McCoy, Wisconsin 7 lateral extent of the over-excavation of any poor soil and subsequent placement and compaction of engineered backfill should be at least equal to or greater than the depth of over-excavation below the finished floor elevation.

7.2 Building

Considering the FFE of 932.00 feet and current grade elevations (see Sections 3 and 5), the following earthwork involving both excavation and backfill will be needed for establishment of the footing and floor slab grades and to achieve a building pad area that is stable and is most likely to settle uniformly:

Soil excavation will be needed in the area of structure boring B-3 for establishment of footing grades.

Both soil excavation and fill will be needed in the area of structure boring B-4 for establishment of footing grades considering the loose sands encountered at the footing level.

It is recommended that the loose sands be undercut/removed to a depth of 2.0 feet bgs and replaced by engineered backfill as outlined in Section 7.1.

The sandy topsoil (~6 inches thick) encountered in borings B-3, and B-4 is unsuitable as foundation subgrade material for the floor slab. These materials should be removed to expose the native sands below and replaced with engineered backfill.

See Table for 7-1 for estimated depths of excavation and fill anticipated for establishment of the foundation grades for footings and floor slab:

Table 7-1: Excavation and Fill for Foundation Grades

South Post Well Field, Fort McCoy, WI

Test

Ground Surface

(feet)

Finished

Floor

Estimated

Footing Base

Elevation

Estimated Cut and Fill for Establishment of Foundation Grades

(feet)

Footing Floor Slab

Cut Fill Cut

Fill

B-3 929.02

932.00 926.50

2.52 -- 0.5 2.98

B-4 925.94 2.00 2.56 0.5 6.06

Notes:

1 Based on a normal frost potential depth of 5 feet below the finished grades for exterior footings and footing base elevation to achieve a maximum net allowable bearing capacity of 3,000 psf. Actual footing base elevations must be verified for proper bearing during construction.

2. To undercut/remove the sandy topsoil and reestablish the grades assuming an elevation difference of 6 inches between the floor slab and finished exterior grades.

Fort McCoy, Wisconsin 8

If the foundation support soils within the foundation stress influence zone are found to be unsuitable during construction, the soils should be over-excavated until soils suitable to support the minimum required bearing resistance are observed. The over-excavation should be widened at the rate of 1H:1V ((Horizontal:Vertical) beyond the edge of the footing to allow for adequate distribution of foundation pressures and filled to the proposed footing base elevation using compacted engineered backfill as discussed in Section 7.1. The engineered backfill should be placed from a stable subgrade of native medium dense sands or native sands compacted to at least 95% of the modified Proctor density (ASTM D1557) to reestablish the foundation grades for footing and floor slabs.

It is recommended that the proposed building be supported on shallow foundations (spread footings consisting of conventional continuous strip footings and isolated column footings). The footings should bear on the medium dense sands or compacted engineered granular backfill that have been field verified/tested. The engineered backfill should be placed from an exposed subgrade consisting of stable native medium dense sands or native sands compacted to at least

95% of the modified Proctor density (ASTM D1557).

The recommended design shallow foundation parameters are listed below:

Maximum net allowable soil bearing capacity: 3,000 pounds per square foot (psf)

Minimum foundation widths o Continuous strip footings 24 inches o Isolated column footings 30 inches

Note that the above footing widths are the minimum values to avoid / minimize the possibility of punching shear failure even if the recommended bearing resistance is not fully utilized.

The exterior foundations and foundations in unheated or poorly heated areas should be founded at least five feet below the finished grade line for adequate frost protection. Interior footings within heated portions of the building can be located directly below the floor slab. It is recommended that the foundations be properly reinforced to compensate for the effects of minor differential movements due to potential subsurface soil variations. Additionally, the proposed structure should be designed to include properly spaced vertical control points to minimize the effects of any potential differential settlements.

The footing trenches should be observed, the support soils tested and approved and the foundations constructed as soon as possible to avoid exposing the supporting soils to wetting and drying. All footings must be adequately protected from adverse weather conditions during construction. See Section 8, Construction Considerations for additional recommendations.

Fort McCoy, Wisconsin 9

Provided the foundation systems are implemented and designed / constructed in accordance with the recommendations provided in this report, the post construction total and differential settlements are not expected to exceed 1.0 inch total and 0.5 inch differential settlement.

7.2.1 Floor Slab

The floor slabs should be supported on compacted well graded free-draining gravel placed over a subgrade of compacted native sands or compacted engineered backfill prepared as outlined in

Section 7.1. A minimum 6-inch thick layer of compacted well graded free-draining gravel with less than five percent passing the No. 200 sieve is recommended below the floor slab to serve as capillary break and to enhance drainage. Additionally, a plastic vapor barrier, minimum 6-mil thick, is recommended directly beneath the floor slab in order to minimize the potential for moisture migration.

The floor slab should be at least 6 inches thick, should be properly reinforced and should have adequate number of joints to resist differential movement and shrinkage cracking. Additionally, the floor slab should not be rigidly connected to columns, walls or foundations.

A value of 150 pounds per cubic inch (pci) may be used for coefficient of subgrade modulus (k) for design of the floor slab supported as described above. This value is based on foundations measuring 1 ft x 1 ft. The final design value for coefficient of subgrade modulus (ks) should be adjusted based on the actual width of the floor slab.

7.2.2 Sliding and Lateral Stability

A shallow foundation resists lateral loads by a combination of the shear resistance along the base of the footing and the lateral earth pressure that develops in front of the footing in the direction of loading. The shear resistance along the base will develop its full capacity at very small deflections where as the lateral earth pressure (passive resistance) requires much larger deflections to develop the full passive capacity. By the time the passive resistance is fully developed, the shearing resistance is fully mobilized and may even by reduced to some residual value less than the peak shearing resistance [Ref. 7]. For this reason, the design of most shallow foundations conservatively ignores passive resistance.

A value of 0.45 may be used for coefficient of friction (tan δ) to compute the sliding resistance between the concrete base of the shallow foundation and on-site sandy soils.

Fort McCoy, Wisconsin 10

7.3 Driveways

7.3.1 Pavement Design Parameters

For pavement design, the near surface soils within the frost zone dictate the pavement structure.

The frost zone typically is any depth to 5 feet bgs. Soils encountered below the silty-clayey sand and within the frost zone among the pavement borings consisted of native sands. These soils have a low potential for frost action. Pavement design parameters have been developed using the

Wisconsin Asphalt Pavement Association (WAPA) Technical Bulletin [Ref. 9]. See Table 7-2 for the recommended pavement design parameters for the Project Site.

Table 7-2: Pavement Design Parameters

South Post Well Field, Fort McCoy, WI

SOW Contract No. W911SA-15-D-0016-0019

Soil Type Good

20-year Design ESALs (Millions)

0.07

Structural Number (SN)

2.0

Notes:

1. 20-year Design ESAL assumes 1 truck pass per day.

2. SN is an approximate value interpolated from Figure 5 of the WAPA Technical Bulletin using a 20-year Design ESALS (Millions) of 0.007 for on-site pavements.

7.3.2 Recommended Pavement Type

Rigid Pavement (Portland cement concrete – PCC) is recommended in areas experiencing high static shear stress, such as near trash dumpster enclosures, loading docks, and vehicle loading / unloading zones. Where rigid pavement is used in such areas, a slab thickness of at least seven

(7) inches is recommended. A PCC slab thickness of at least seven (7) inches is also recommended for normal parking areas. A minimum of six (6) inches of dense graded base course should be used to provide subgrade stability (from Figure 5 Pavement designs for poor soil of the WAPA Technical Bulletin [Ref. 8]) for the on-site pavements.

If flexible pavement (asphaltic concrete) pavement is the chosen alternative, using a design SN of 2.0, a pavement thickness of at least four (4) inches is recommended. A minimum of eight (8) inches of dense graded base course should be used to provide subgrade stability for the on-site pavements based on the following calculations:

SNDeisgn = 2.0

SNCalc = (4 inches of asphalt x 0.44) + (8 inches of base x 0.14) = 2.88 > 2.0 OK

A subgrade drainage system is recommended for both types of the pavement sections and concrete sidewalks to facilitate subgrade drainage. The system should be comprised of a 6-inch

Fort McCoy, Wisconsin 11 slotted drain tile installed in a trench below the pavement stone base course and surrounded, on all sides, by open-graded (or clear stone) stone. The bottoms and sides of the trench should be lined with getotextile fabric to prevent the migration of the native soils into the subgrade drainage system while still allowing water to flow freely into the system. The drain tile should be connected to the storm sewer system or daylight to existing grades.

8.0 CONSTRUCTION CONSIDERATIONS

8.1.1 Construction Inspection

All footings, floor slab excavations and fill placement operations should be inspected and approved by a geotechnical engineer prior to the placement of concrete or bedding material.

Soils within the foundation influence zones must be tested and verified for foundation construction to ensure that soils are capable of supporting the design loads and are consistent with the soils discussed in this report. Any soil that has been softened by water should be removed prior to concrete placement.

It is recommended that a geotechnical engineer test and document the recommended engineered backfill materials prior to their placement. The compaction of all subgrades, embankment backfill and all pavement materials should be tested full time by an experienced soils technician.

8.1.2 Moisture Sensitive Soils

The sandy soils encountered at the Project Site are not considered too sensitive to disturbances caused by construction traffic and minor changes in moisture content. However, exposure of the soils to moisture and disturbance should be kept at the minimum.

8.1.3 Excavation

All excavations must be constructed in accordance with current OSHA guidelines to protect workers and others during construction. Piles of excavated soil and heavy equipment should not be permitted closer to the top of any excavation than a distance equal to two times the depth of the excavation, in order to reduce the possibilities of cave-ins

The contractor is solely responsible for designing and constructing stable excavations and must shore, slope, or bench the sides of excavations as required and specified in local, state, and federal safety regulations. Himalayan does not assume any responsibility for construction site safety or the contractor’s or other parties’ compliance with local, state, and federal safety or other regulations.

Fort McCoy, Wisconsin 12

8.1.4 Seepage and Subgrade Drainage

Because free water was not encountered in borings during the investigation, no significant groundwater seepage is anticipated in excavations for building foundation. Temporary dewatering system consisting of sumps and pumps should be sufficient to remove any water from the excavations and maintain dry working conditions. The amount of seepage will depend on the depth of excavation into the sandy strata. It may be necessary to use more specialized dewatering methods if excavation extends deeper below the water table.

Water should not be allowed to collect in the foundation excavations and floor slab areas or on the prepared subgrades of the construction area either during or after construction. Positive site drainage should be maintained to reduce infiltration of surface water around the perimeter of building and underneath floor slab. The site grades should be sloped to direct any collected rain water, groundwater, or surface run off away from the construction areas.

It is recommended that the subgrade underlying the granular engineered backfill within the proposed building pad be sloped to gravity-feed to underdrains that will in turn be designed to gravity-feed toward the storm sewer system(s) planned for the Project Site. This will effectively reduce the water trapped in the granular engineered backfill within the building pad area.

9.0 LIMITATIONS

Himalayan prepared this report for Short Elliott Hendrickson, Inc. to use as part of the evaluation of subsurface conditions in the Project Site. This report was prepared in accordance with the currently accepted geotechnical engineering practices as conducted within the site region by similar qualified consultants. Because the evaluation is based upon subsurface physical data obtained from soil borings only at specific locations and time and only to the depths sampled, the report does not reflect potential variations in the subsurface conditions that could occur between or beyond the limits of the test borings that were used for analysis.

This report is intended for use in connection with the specific project discussed herein and any changes in loads, finished floor elevations, structures or locations should be brought to

Himalayan’s attention to determine how the changes would affect our conclusions and recommendations.

The conclusions or recommendations contained represent our professional opinions. No warranty or guarantee is expressed or implied. If variations are encountered and/or the project scope is altered, further evaluation and testing should be performed by an experienced geotechnical engineer.

Fort McCoy, Wisconsin 13

REFERENCES

1. B. A. Brown (1988) Bedrock Geology of Wisconsin – West Central Sheet. Wisconsin

Geological and Natural History Survey Map 88-7.

2. D. M. Mickelson; J. C. Knox; L. Clayton (May 1982). Glaciation of the Driftless

Area: An Evaluation of the Evidence. University of Wisconsin. Field Trip Guide –

Quarternary History of the Driftless Area.

3. United States Department of Agriculture--Natural Resources Conservation Service

URL: http://websoilsurvey.nrcs.usda.gov/app/WebSoilSurvey.aspx.

4. ASTM International (1992). ASTM D-1586, Method for Penetration Test and Split

Barrel Sampling of Soils.

5. Wisconsin Department of Natural Resources (March 2011). Wisconsin

Administrative Code NR 141.

6. International Code Council, Inc. (2009). International Building Code.

7. Robert E. Kimmerling (September 2002). U.S. Federal Highway Administration

Geotechnical Engineering Circular No. 6-Shallow Foundations. Report No. FHWA-

SA-02-054.

8. Wisconsin Asphalt Pavement Association (WAPA) Technical Bulletin, https://www.wispave.org/engineering/

APPENDICES

Appendix A: Maps and Figures

Figure 1: Project Location Map

Figure 2: Boring Location Map

Appendix B: Soil Boring Logs

USCS Soil Classification System http://websoilsurvey.nrcs.usda.gov/app/WebSoilSurvey.aspx https://www.wispave.org/engineering/

APPENDIX A

MAPS AND FIGURES

Figure

Himalayan Consultants, LLC Engineers and Hydrogeologists W156 N11357 Pilgrim Road Germantown, Wisconsin 53022 Phone: (262) 502-0066 Fax: (262) 502-0066

Pump House for Well 31 SOW Contract No. W911SA-15-D-0016-0019

Ft. McCoy, WI

Graphic Scale

1 inch = 40 feet

Project Site Map

PROJECT SITE

Figure

Himalayan Consultants, LLC Engineers and Hydrogeologists W156 N11357 Pilgrim Road Germantown, Wisconsin 53022 Phone: (262) 502-0066 Fax: (262) 502-0066

Boring Location Map Pump House for Well 31

SOW Contract No. W911SA-15-D-0016-0019 Ft. McCoy, WI

Graphic Scale

1 inch = 20 feet

LEGEND

Boring (B-X)

B-1

B-2

B-3

B-2

AutoCAD SHX Text

APPENDIX B

SOIL BORING LOGS

SS

SS

16"

16" M

SILTY-CLAYEY SAND (SC-SM): 6" topsoil, black, moist (Driller's observations from 0 to 2 ft)

End of Boring = 6.0 Feet

Backfilled with bentonite chips.

0.6

2.9

LOG OF TEST BORING

Boring No. B-1

Project Pump House for Well 31 Surface Elevation 931.99

Fort McCoy, Monroe County, WI Job No.

Location Proposed Driveway Sheet 1 of

Himalayan Consultants, LLC

W156 N11357 Pilgrim Rd, Germantown, WI 53022 Tel: (262) 502-0066 Fax: (262) 502-0077

WATER LEVEL OBSERVATIONS GENERAL NOTES

While Drilling NONE Start 10.05.16 Complete 10.05.16 Upon Completion of Drilling NONE Crew Chief BC Rig CME 75

Time After Drilling Drilling Method: 3 1/4" HSA

Depth to Water

Depth to Cave-in NONE

NOTE: Soil stratification lines represent approximate boundaries between soil types and transitions may be gradual.

N o.

SAMPLE

T yp e

R ec ov

M oi st

N -V al ue

D ep th (f t.

VISUAL CLASSIFICATION

and Remarks qest (qu) tsf

SOIL PROPERTIES

W

LL PL

DD

pcf

PID

ppm

D

SAND (SP): Loose, light brown, dry to moist

SS

SS

16"

14"

M

M

SILTY-CLAYEY SAND (SC-SM): 6" topsoil, black, moist (Driller's observations from 0 to 2.5 ft)

End of Boring = 6.0 Feet

Backfilled with bentonite chips.

1.6

1.6

LOG OF TEST BORING

Boring No. B-2

Project Pump House for Well 31 Surface Elevation 931.89

Fort McCoy, Monroe County, WI Job No.

Location Proposed Driveway Sheet 1 of

Himalayan Consultants, LLC

W156 N11357 Pilgrim Rd, Germantown, WI 53022 Tel: (262) 502-0066 Fax: (262) 502-0077

WATER LEVEL OBSERVATIONS GENERAL NOTES

While Drilling NONE Start 10.05.16 Complete 10.05.16 Upon Completion of Drilling NONE Crew Chief BC Rig CME 75

Time After Drilling Drilling Method: 3 1/4" HSA

Depth to Water

Depth to Cave-in NONE

NOTE: Soil stratification lines represent approximate boundaries between soil types and transitions may be gradual.

N o.

SAMPLE

T yp e

R ec ov

M oi st

N -V al ue

D ep th (f t.

VISUAL CLASSIFICATION

and Remarks qest (qu) tsf

SOIL PROPERTIES

W

LL PL

DD

pcf

PID

ppm

SAND (SP): Loose, light brown, moist

SS

SS

SS

SS

SS

16"

14"

18"

16"

18"

M

M

M

M

SILTY-CLAYEY SAND (SC-SM): 6" topsoil, brown, moist (Driller's observations from 0 to 2 ft)

End of Boring = 16.0 Feet

Backfilled with bentonite chips.

0.9

2.2

2.9

2.5

LOG OF TEST BORING

Boring No. B-3

Project Pump House for Well 31 Surface Elevation 929.02

Fort McCoy, Monroe County, WI Job No.

Location South of Proposed Building Sheet 1 of

Himalayan Consultants, LLC

W156 N11357 Pilgrim Rd, Germantown, WI 53022 Tel: (262) 502-0066 Fax: (262) 502-0077

WATER LEVEL OBSERVATIONS GENERAL NOTES

While Drilling NONE Start 10.05.16 Complete 10.05.16 Upon Completion of Drilling NONE Crew Chief BC Rig CME 75

Time After Drilling Drilling Method: 3 1/4" HSA

Depth to Water

Depth to Cave-in NONE

NOTE: Soil stratification lines represent approximate boundaries between soil types and transitions may be gradual.

N o.

SAMPLE

T yp e

R ec ov

M oi st

N -V al ue

D ep th (f t.

VISUAL CLASSIFICATION

and Remarks qest (qu) tsf

SOIL PROPERTIES

W

LL PL

DD

pcf

PID

ppm

D

SAND (SP): Loose to medium dense, light brown, dry to moist

SS

SS

SS

SS

SS

12"

14"

18"

16"

18"

M

M

M

M

SILTY-CLAYEY SAND (SC-SM): 6" topsoil, black, moist (Driller's observations from 0 to 2 ft) trace roots

End of Boring = 16.0 Feet

Backfilled with bentonite chips.

1.5

0.9

1.6

1.6

LOG OF TEST BORING

Boring No. B-4

Project Pump House for Well 31 Surface Elevation 925.94

Fort McCoy, Monroe County, WI Job No.

Location West of Proposed Boring Sheet 1 of

Himalayan Consultants, LLC

W156 N11357 Pilgrim Rd, Germantown, WI 53022 Tel: (262) 502-0066 Fax: (262) 502-0077

WATER LEVEL OBSERVATIONS GENERAL NOTES

While Drilling NONE Start 10.05.16 Complete 10.05.16 Upon Completion of Drilling NONE Crew Chief BC Rig CME 75

Time After Drilling Drilling Method: 3 1/4" HSA

Depth to Water

Depth to Cave-in NONE

NOTE: Soil stratification lines represent approximate boundaries between soil types and transitions may be gradual.

N o.

SAMPLE

T yp e

R ec ov

M oi st

N -V al ue

D ep th (f t.

VISUAL CLASSIFICATION

and Remarks qest (qu) tsf

SOIL PROPERTIES

W

LL PL

DD

pcf

PID

ppm

SAND (SP): Loose to medium dense, light brown, dry to moist

D

UNIFIED SOIL CLASSIFICATION SYSTEM (ASTM D-2487)

Typical Names la rg er th an

N o.

si ev e siz e)

(M or e th an h al f o f c ou rs e fr ac tio n is sm al le r t ha n N o.

si ev e siz e)

SP

Group Symbols

Major Divisions

Co ur se g ra in ed so ils (M or e th an h al f o f m at er ia l i s l ar ge r t ha n

N o.

si ev e siz

e) Gr av el s Sa nd s

(M or e th an h al f o f c ou rs e fr ac tio n is

Cl ea n gr av el s (L itt le o r n o fin es

Gr av el s w ith fi ne s

(A pp re ci ab le a m ou nt of fi ne s)

GW

GP

GC

GMa d u

SW

Cl ea n sa nd s

(L itt le o r n o fin es

Sa nd s w ith fi ne s

(A pp re ci ab le a m ou nt of fi ne s)

Si lts a nd c la ys

(L iq ui d lim it gr ea te r t ha n

Fi ne g ra in ed so ils

(M or e th an h al f m at er ia l i s s m al le r t ha n N o.

si ev e)

Hi gh ly or ga ni c Si lts a nd c la ys

(L iq ui d lim it le ss th an

0) so ils

Poorly graded sands, gravelly sands, little or no fines

ML

CL

OL

MH

CH

OH

Pt

SMa d u

SC

Inorganic clays of high plasticity, fat clays

Organic clays of medium to high plasticity, organic silts

Peat and other highly organic soils

De te rm in e pe rc en ta ge s o f s an d an d gr av el fr om g ra in si ze c ur ve De pe nd in g on p er ce nt ag e of fi ne s ( fr ac tio n sm al le r t ha n N o.

si ev e siz e)

, c ou rs e

Silty sands, sand-silt mixtures

Clayey sands, sand-clay mixtures

Inorganic silts and very fine sands, rock flour, silty or clayey fine sands or clayey silts with slight plasticity

Inorganic clays of low to medium plasticity, gravelly clays, sandy clays, silty clays, lean clays

Organic silts and organic silty clays of low plasticity

Inorganic silts, micaceous or diatoma-ceous fine sandy or silty soils, elastic silts

Well-graded gravels, gravel-sand mix-tures, little or no fines

Poorly graded gravels, gravel-sand mix-tures, little or no fines

Silty gravels, gravel-sand-silt mixtures

Clayey gravels, gravel-sand-clay mix-tures

Well-graded sands, gravelly sands, little or no fines

B or de rli ne c as es re qu iri ng d ua l s ym bo ls

Laboratory Classification Criteria

Not meeting all gradation requirements for GW

Atterberg limits below "A" line or P.I. less than 4

Atterberg limits below "A" line with P.I. greater than so ils a re c la ss ifi ed a s f ol lo w s:

L es s t ha n pe rc en t

M or e th an pe rc e b Borderline classifications: used for soils possessing characteristics of two groups; are designated by combinations of group symbols. For example:

GW-GC, well-graded gravel-sand mixture with clay binder greater than 4;

between 1 and 3 greater than 6;

between 1 and 3 a Division of GM and SM groups into subdivisions of d and u are for roads and airfields only. Subdivision is based on Atterberg limits; suffix d used when L.L. is 28 or less and the P.I. is 6 or less; the suffix u used when L.L. is greater than 28

Above "A" line with P.I> between 4 and 7 are borderline cases requiring use of dual symbols

Not meeting all gradation requirements for SW

Atterberg limits above "A" line or P.I. less than 4

Atterberg limits above "A" line with P.I. greater than

Limits plotting in hatched zone with P.I. between 4 and 7 are borderline cases requiring use of dual symbols to pe rc en t

G

W , G

P, S

W , S

P

G M

, G C, S M

, S C

D DCu =

DD

DCc ×

D DCu =

DD

DCc ×

D DCu =

DD

DCc ×

Symbols

Drilling and Sampling Field and Laboratory Tests

HAS = Hollow Stem Auger

HA = Hand Auger

SS = Split Spoon Sampler

2ST = 2” diameter Thin-Walled Tube Sample

3ST = 3” diameter Thin-Walled Tube Sample

NX = Rock Core 2-1/8” diameter

AS = Auger Sample

WS = Wash Sample

PTS = Peat Sample

PS = Pitcher Sample

NR = No Recovery

PMT = Borehole Pressuremeter Test

VS = Vane Shear Test

WPT = Water Pressure Test

WOH = Weight of Hammer

WOR = Weight of Rod

= Water Level

NW = No Water Encountered

PID = Photo-Ionization Reading, parts per million qest = Pocket Penetrometer Reading, tons/sq.ft.

W = Moisture Content, %

LL = Liquid Limit, %

PL = Plastic Limit, %

SL = Shrinkage Limit, %

LI = Loss on Ignition, %

DD = Dry Unit Weight, lbs/cu.ft.

pH = Measure of Alkalinity or Acidity

FS = Free Swell, % γ = Moist Unit Weight, lbs/cu.ft.

Terminology

Grain Size Relative Proportion

Soil Fraction Size Range Proportional Term % by Weight

Boulders > 12” Trace 0% - 5%

Cobbles 3” – 12” Little 5% - 12%

Gravel Some 12% - 35%

Coarse 3/4” – 3” And 35% - 50%

Fine #4 Sieve 3/4” Plasticity

Sand Term Plasticity Index

Coarse #4 - #10 Sieve None to Slight 0 – 4

Medium #10 - #40 Sieve Slight 5 – 7

Fine #40 - #200 Sieve Medium 8 – 22

Silt 100% passing #200 Sieve & > 0.005 mm Medium to Very High Over 22

Clay 100 % passing #200 Sieve & < 0.005 mm

Relative Density Consistency

Term “N” Value Term qest – tons/sq.ft.

Very Loose 0-4 Very Soft 0.00 – 0.25

Loose 4-10 Soft 0.25 – 0.50

Medium Dense 10-30 Medium 0.50 – 1.00

Dense 30-50 Stiff 1.00 – 2.00

Very Dense Over 50 Very Stiff 2.00 – 4.00

Hard Over 4.00