In Wisconsin

PRELIMINARY GEOTECHNICAL ENGINEERING

REPORT

Proposed Beaver Dam Industrial Park-Phase 1

Beaver Dam, Wisconsin

GESTRA Project No.: 18187-10

July 30, 2018

Prepared For:

Foth Infrastructure & Environment, LLC

2514 South 102nd

Street, Suite 278

West Allis, WI 53227

Preliminary Geotechnical Engineering Report



GESTRA Project No. 18187-10

July 30, 2018

Prepared For:

Foth Infrastructure & Environment, LLC

2514 South 102nd

Street, Suite 278

West Allis, Wisconsin

Prepared By:

GESTRA Engineering, Inc.

191 W. Edgerton Avenue

Milwaukee, WI 53207

(414) 933-7444

Table of Contents 1.0 INTRODUCTION ...................................................................................................................... 1

1.1 PROJECT INFORMATION ................................................................................................................ 1

2.0 SCOPE OF WORK .................................................................................................................... 1

3.0 EXPLORATION RESULTS ..................................................................................................... 2

3.1 SITE CONDITIONS .......................................................................................................................... 2

3.2 SUBSURFACE SOIL PROFILE .......................................................................................................... 2

3.3 GROUNDWATER OBSERVATIONS .................................................................................................. 4

4.0 ANALYSIS AND RECOMMENDATIONS ............................................................................. 5

4.1 DISCUSSION ................................................................................................................................... 5

4.2 GENERAL SITE PREPARATION ....................................................................................................... 5

4.3 FOUNDATION DISCUSSION ............................................................................................................ 6

4.3.1 SHALLOW FOUNDATIONS .............................................................................................................. 6

4.3.2 SOIL IMPROVEMENT USING AGGREGATE PIERS ............................................................................ 8

4.4 FLOOR SLAB RECOMMENDATIONS ............................................................................................... 8

4.5 STORMWATER BASINS .................................................................................................................. 8

4.6 SEISMIC SITE CLASSIFICATION ..................................................................................................... 9

4.7 CONSTRUCTION CONSIDERATION ................................................................................................. 9

5.0 EXPLORATION AND TESTING PROCEDURES .............................................................. 10

5.1 LAYOUT AND ELEVATION PROCEDURES ..................................................................................... 10

5.2 FIELD TESTING PROCEDURES ...................................................................................................... 10

5.3 LABORATORY TESTING PROCEDURES ........................................................................................ 11

STANDARD OF CARE ........................................................................................................................... 12

APPENDIX I SITE LOCATION MAP, BOREHOLE LAYOUT PLAN, TEST BORING LOGS, GENERAL NOTES AND SOILS CLASSIFICATION

APPENDIX II LABORATORY TEST RESULTS

© GESTRA Engineering, Inc. 2018

Page 1 18187-10

Preliminary Geotechnical Engineering Report

Proposed Beaver Dam Industrial Park- Phase 1


1.0 INTRODUCTION

GESTRA Engineering, Inc. (GESTRA) was authorized by Foth Infrastructure and Environment, LLC (FOTH) to complete a subsurface exploration and preliminary geotechnical investigation for the Proposed Beaver Dam Industrial Park-Phase 1 project located in Beaver Dam, Wisconsin. This report presents the results from the subsurface soil exploration and describes the field exploration, laboratory test results, and provides preliminary recommendations pertaining to the design and construction of future development.

The engineering recommendations and analysis contained within this report should be considered preliminary and is intended to be used for site assessment purposes. As the project plans develop, we recommend GESTRA should be contacted so that we can review our recommendations in light of any new information.

1.1 PROJECT INFORMATION

The proposed project site is located at the southwest corner of the intersection of County Trunk Highway (CTH) A with State Trunk Highway (STH) 151 in Beaver Dam, Wisconsin. The area is approximately 520.04 acres in size. At this time, details of the proposed development are not known. Conceptually, we understand the project may include industrial and commercial facilities, roadways, parking lots, and stormwater management basins. Our preliminary geotechnical exploration and engineering is requested to evaluate the subsurface conditions at the site, and to provide subsurface information for general site feasibility and preliminary design planning for the proposed development. It is our understanding that once the development plan is finalized, a comprehensive geotechnical exploration will be performed for specific project component at that stage. A comprehensive foundation evaluation and recommendations for specific structures were beyond the scope of this preliminary engineering report.

2.0 SCOPE OF WORK

GESTRA has performed the following services for the project:

Contacted Diggers Hotline to locate the public utilities at the site prior to drilling.

Borehole locations were laid out in the field and elevation of the boreholes were provided by FOTH.

Completed twenty one (21) standard penetration test (SPT) soil borings between July 2 and July 6, 2018. The borings were drilled to depths ranging from 4 feet below ground surface (bgs) to 31 feet bgs. Fourteen (14) SPT borings to a depth of 30 feet each were initially planned; however, majority of the borings were terminated earlier due to the presence of bedrock at shallower depths. GESTRA was authorized, at a later date, to perform additional borings, offset approximately 50 feet from the original location, for

Proposed Beaver Dam Industrial Park-Phase 1 July 30, 2018

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the borings terminated at depths shallower than 15 feet to verify the bedrock depth. Table 2-1 summarizes the drilling depths.

Table 2-1: Summary of Boring depths

Boring Number*

Depth (Feet)

Boring Number*

Depth (Feet)

Boring Number*

Depth (Feet)

B-1 11.0 B-5 13.0 B-10 11.0

B-1B 11.0 B-5B 13.0 B-10B 11.5

B-2 4.0 B-6 31.0 B-11 7.0

B-2B 4.5 B-7 8.0 B-11B 31.0

B-3 16.0 B-7B 9.0 B-12 19.0

B-4 10.0 B-8** 8.0 B-13 22.5

B-4B 10.5 B-9 15.5 B-14 20.5 Borings marked as B-#B represent offset borings, offset drilled location noted on boring logs

** Offset boring was not performed for boring B-8

Soil borings were performed using an ATV Diedrich D-50 drilling rig. At the completion of drilling operations, the boreholes were abandoned per WDNR requirements.

Performed laboratory soil testing to assign classification and engineering properties to the soils encountered. The laboratory testing included hand penetrometer, hand penetrometer, moisture contents, organic contents, Atterberg limits and mechanical analysis.

Prepared this geotechnical engineering report presenting the results of the field testing as well as providing general recommendations pertaining to proposed development including site preparation, earthwork concerns and consideration, suitability for spread foundations; discussion of stormwater infiltration, and presence of bedrock and/or groundwater.

3.0 EXPLORATION RESULTS

3.1 SITE CONDITIONS

The proposed development site is comprised of agricultural farm lands. Based on contour diagram from Dodge County Interactive Web Mapping system, the topography of the site appears to be gently rolling, with existing elevations varying from approximately 940.0 feet to approximately 985.0 feet. Based on elevations provided by FOTH, the existing ground surface elevations at boring locations ranged from 941.0 feet at B-13 to 984.3 feet at B-6.

3.2 SUBSURFACE SOIL PROFILE

Based on field exploration, the subsurface profile generally consists of 12 inches to 26 inches of topsoil underlain by native soils to the termination depth of the borings. The native soils typically consisted of cohesive soils below the topsoil, underlain by granular soils over bedrock. The organic contents of topsoil samples tested ranged from 3.7% to 13.1%. Following is a general description of the native soils encountered at the boring locations below the topsoil.


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Native soils: The native cohesive soils primarily consisted of dark brown to gray, very soft to hard lean clay or medium stiff to stiff fat clay with varying amount of sand. Native cohesive soil layer was not encountered in borings B-6 and B-11. Moisture contents of samples of the native cohesive soils tested ranged from 14.7% to 37.4%. Hand penetrometer readings in the cohesive soils were between less than 0.25 tsf and 4.5 tsf.

The native granular soils primarily consisted of brown, loose to very dense sandy silt, silty clayey sand, silty sand and/or silty gravel with varying amount of sand and gravel. Native granular soil layer was not present in boring B-2 and B-2B. SPT N-values in granular soil layer ranged from 5 to over 50 blows for first 6 inches penetration.

Bedrock: All the borings except B-6 and B-11B were terminated on possible bedrock ranging from 4 feet bgs to 22.5 feet bgs. Bedrock was not encountered in borings B-6 and B-11B before termination, at planned depth of 31 feet. Rock coring was not performed at any boring locations. Additional exploration through core sampling would be required to confirm bedrock type and quality. Table 3-1 lists the depths and elevations of the apparent bedrock.

Table 3-1: Summary of Apparent Bedrock Depths and Approximate Elevations

Boring Number

Ground a Surface

Elevation

Bedrock Depth

Bedrock Elevation

Boring Number

Ground a Surface Elevation

Bedrock Depth

Bedrock Elevation

B-1 962.1 11.0 951.1 B-7B 963.3b 9.0 954.3

B-1B 962.1b 11.0 951.1 B-8 958.9 6.0 952.9

B-2 958.9 4.0 954.9 B-9 949.7 15.5 934.2

B-2B 958.9 b 4.5 954.4 B-10 964.3 11.0 953.3

B-3 960.4 16.0 944.4 B-10B 964.3b 11.5 952.8

B-4 958.3 10.0 948.3 B-11 973.0 5.0 968.0c

B-4B 958.3 b 10.5 947.8 B-11B 973.0b NE NA

B-5 961.5 13.0 948.5 B-12 944.2 15.0 929.2

B-5B 961.5 b 13.0 948.5 B-13 941.0 22.5 918.5

B-6 984.3 NE NA B-14 964.8 20.5 944.3

B-7 963.3 8.0 955.3 -- -- -- --

a Ground surface elevation was provided by FOTH.

b Boring drilled offset from original location; surface elevation was cross check with Dodge County GIS

Web mapping contour diagram no significant difference in elevation was noticed and assumed the same

as the original boring location. Elevation will updated once available from FOTH.

c Since no bedrock was observed at this depth in boring B 11B, this may not be bedrock and likely a large

boulder

Depth and elevation units are measured in feet NE: Layer not encountered NA: Not Applicable

Results of the field and laboratory tests and observations are depicted on the individual boring logs included in the Appendix I this report. Soils were grouped together based on similar


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observed properties. The stratification lines were estimated by the reviewing engineer based on

the available data and experience. The actual in-situ changes between layers may differ slightly

and may be more gradual than depicted on the boring logs. Subsurface and groundwater

conditions can vary between borehole locations and in areas not explored.

It is important to note that the soil observations, topsoil and strata thickness estimates were made

in small diameter boreholes. Therefore, it should be understood that thicker or thinner deposits

of the individual strata are likely to be encountered within other portions of the project.

Furthermore, the estimation of strata thickness at a particular location can differ from person to

person due to a sometimes indistinct transition between the soils encountered. Additionally, it

must be recognized that in the absence of foreign substances and/or debris within the soil

samples obtained, it is sometimes difficult to distinguish between natural soils and clean soil fill.

3.3 GROUNDWATER OBSERVATIONS

Groundwater observations were made during and at the completion of drilling operations.

Groundwater depths and elevations observed at the borehole locations are provided in Table 3-1.

Table 3-2 - Groundwater Measurements a

Boring

Location

Approximate

Ground Surface

Elevation b

Groundwater During

Drilling

Groundwater After

Drilling

Depth Elevation Depth Elevation

B-4 958.3 NE NA 6.0 952.3

B-4B 958.3 NE NA 5.0 953.3

B-5 961.5 7.0 954.5 NMR NA

B-5B 961.5 8.0 953.5 NMR NA

B-7 963.3 7.0 956.3 4.0 959.3

B-7B 963.3 8.0 955.3 NMR NA

B-9 949.7 7.0 942.7 4.0 945.7

B-10 964.3 9.5 954.8 NMR NA

B-10B 964.3 9.5 954.8 NMR NA

B-12 944.2 7.0 937.2 5.0 939.2

B-13 941.0 7.0 934.0 NMR NA

B-14 964.8 19.5 945.8 NMR NA

a Borings not presented in Table 3-2 did not encounter groundwater during or after completion

of drilling operation

b Ground surface elevation was provided by FOTH.

Driller reported minimal elevation difference between the original boring location and offset

boring locations. Ground surface elevation at offset borings was crosscheck with contour

diagram form Dodge County GIS web mapping system.

Depth and elevation units are measured in feet NE: Layer not encountered

NA: Not Applicable NMR: No measurement recorded due to borehole cave-in


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The water levels encountered are representative of the conditions at the time of drilling. The depth of groundwater significantly varied between the boring locations. The sloping terrain combined with the variation in soil conditions may result in a fluctuation of the depth to groundwater in other part of the site not explored by GESTRA. Installation and monitoring of observation wells would be required to assess true groundwater elevations across the site.

Groundwater level fluctuations may occur with time and seasonal changes due to variations in precipitation, evaporation, surface water runoff and local dewatering. Perched water pockets and a higher water table may also be encountered during wet weather periods, particularly in more permeable silt and sand seams or granular fill material overlying less permeable clays.

4.0 ANALYSIS AND RECOMMENDATIONS

4.1 Discussion

The recommendations provided in the following sections are preliminary and are not intended for use in final design or construction. The information collected and presented herein should be used to help develop future geotechnical services and re-evaluated when additional design information is available.

Based on conditions encountered at the site, a primary geotechnical concern identified in the majority of the borings is the presence of highly moist, low strength (Qp< 1 tsf) lean clay generally located immediately below the topsoil, which extended to up to a depth of 11.5 feet bgs (at one location). Consolidation of this soft sol layer will occur if any new loads either from new fill and/or new structure are applied on this deposit.

The existing ground surface elevation difference between the borings drilled at the higher ground and the lower ground is approximately 43 feet. Therefore, significant cut and fill is anticipated during grading works. Removal of low strength clay layers from the building footprint and pavement areas during mass grading may help reduce the site improvement work required for a stabilized subgrade

Cohesive and granular soils were encountered at variable depths across the site. Groundwater observed at variable depths during drilling. This may be an indication of possible perched water. Groundwater observed after completion of drilling in borings B-4, B-4B, B-7, B-9 and B-12 may be an indication of possible release of water once upper impermeable clay layer is punctured. During mass grading, localized wet surface condition should be expected.

4.2 General Site Preparation

Site preparation should start with removal of any trees/bushes and vegetation, as well as surficial debris or other deleterious material (if present), organic soils and topsoil. Any additional unsuitable soil/materials exposed such as buried topsoil, excessive vegetation roots, deleterious material, soil that contains significant amounts of organics, or other unsuitable material should be removed in their entirely from the footprint of future building and pavement areas. In addition, all unused utilities (if present) should be properly removed or abandoned. Field drain tile (if present) should be properly removed or abandoned or redesigned/reconnected. Material removed from the project site should be disposed in accordance with all applicable federal, state, and local regulations. Soil should not be stockpiled near or adjacent to the excavations.


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In the building slab on grade area and pavement areas, after the initial site preparation described above, we recommend recompacting the exposed material. Any areas of significant deflection during re-compaction may be disked, dried, and re-compacted if weather permits, or removed and replaced with engineered fill. After re-compaction and before base material is placed, a proof roll is recommended with a minimum 20 ton tri-axle dump truck, or like machinery imparting similar static loading on the soil and moving at no more than walking speed. A geotechnical engineer or their designated representative should be present during the proof roll in order to identify soft or unstable areas, if any, and subsequently recommend remediation procedures.

The native clay soils encountered below the topsoil are highly moist and in a soft to medium stiff consistency.. Based on the observed high moisture content (20% or more) in the clay, materials with low SPT blow counts (N<6), and/or materials with low consistency (Qp<1 tsf), unstable subgrade condition is anticipated in majority of the project site area. . If instability is observed, these areas could be disked, dried, and re-compacted if weather permits, or removed and replaced with engineered fill. Difficulty may be encountered in trying to stabilize the clayey native soils, especially during wet and cold times of the year. If the project construction schedule does not allow for adequate time to rework site subgrade soils, excavation and replacement will likely be required or alternate site preparations could be considered such as chemical stabilization or utilizing geotextile fabric or geogrid and granular fill to provide a stable pavement subgrade.

As a general rule for new fill placement, the lift thickness should not exceed 12 inches for granular soils and 9 inches for cohesive soil and the maximum particle size should be limited to 25% of the lift thickness. New engineered fill placed within the building pad or in the pavement subgrade/base course should be compacted to a minimum of 95% of the modified Proctor maximum dry density value. Structural soil fill should be placed a minimum of five feet beyond the edges of the new building and pavement areas, and an additional foot horizontally for each vertical foot of new fill to be placed to provide adequate lateral confinement. The inorganic site soils free of any deleterious material and debris that would be removed from excavations could be reused as structural fill; however, moisture conditioning of the material may be necessary and sorting of unsuitable soils from existing material may be required before it is placed as engineered fill.

4.3 Foundation Discussion

Due to highly variable existing terrain and presence of low strength soil layers, the foundation will be highly depend on the final grading plan and earthwork performed during the mass grading works. The following sections are provided as a general discussion for building foundation design for preliminary design purposes. The most economical foundation should consider the actual structural loads and building design requirements. When actual design information, including building location, grade and loads are available, a project or building specific geotechnical exploration should be performed.

4.3.1 Shallow Foundations

The foundations for the proposed building can be supported on a typical shallow spread/strip footing system designed for a maximum net allowable soil bearing pressure of 2,500 pounds per square foot (psf) provided the recommendations in this report are followed. Spread foundations designed for a maximum net allowable soil bearing capacity of 2,500 psf should be supported by


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the native granular soil with a minimum SPT blow counts (N-values) of 9 or by the native clayey soil with a minimum unconfined compressive strength (Qp) of 1.50 tsf. New fill placed on native granular soil with minimum N-Values of 9 or on native clayey soils with a minimum Qp of 1.5 tsf may also be designed considering a net allowable bearing capacity of 2,500 psf. This recommended allowable bearing capacity is only to be used for preliminary planning purpose. Table 4-1 provides the depths at each of the test boring locations to the soil recommended for an allowable bearing capacity of 2,500 psf.

Table 4-1: Depth to Recommended Bearing Capacity

Boring Location

Existing Surface Ground Elevation

Estimated Depth to 2,500 psf Allowable Bearing Capacity

Depth Elevation

B-1 962.1 6.0 956.1

B-1B 962.1a 6.3 955.8

B-2 958.9 4.0 954.9

B-2B 958.8a 2.0 956.8

B-3 960.4 3.8 951.4

B-4 958.3 6.4 951.9

B-4B 958.3a 6.3 952.0

B-5 961.5 7.0 954.5

B-5B 961.5a 8.5 953.0

B-6 984.3 2.0 982.3

B-7 963.3 4.0 959.3

B-7B 963.3a 3.8 959.5

B-8 958.9 4.0 954.9

B-9 949.7 11.5 938.2

B-10 964.3 6.0 958.3

B-10B 964.5a 3.8 960.7

B-11 973.0 0.8 972.2

B-11B 973.0a 2.0 971.0

B-12 944.2 9.0 935.2

B-13 941.0 6.5 934.5

B-14 964.8 6.4 958.4 a Boring was drilled offset approximately 50 feet from original boring location, offset

direction recorded on boring logs.

Depth and elevation units are measured in feet.


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The estimated depth in the above table is to provide a general idea on the suitable foundation soil. However, based on the site grading this depth may significantly change and may require site improvement work. Soil improvement using aggregate piers may be considered if the required excavation depth to suitable foundation soil for a shallow foundation system is not cost effective. Soil improvement with Aggregate Piers is discussed in section 4.3.2.

4.3.2 Soil Improvement using Aggregate Piers

Compacted aggregate piers or a similar soil improvement system like stone columns is a possible alternative to over-excavation for a shallow foundation system. In general, these improvements consist of drilling a hole and backfilling the excavation with compacted crushed stone. This method of ground improvement increases the stiffness of the soil, thus reduces settlement. If this ground improvement method is chosen it should be used for the entire foundation area and is recommended in the slab on grade area, and should extend outside the footprint for a sufficient distance to support the loads. The evaluation of the soil conditions along with the specific design is typically provided by specialty contractors installing the system. It should also be noted and recognized that construction problems should be anticipated during installation of aggregate piers in some areas due to the possible presence buried concrete within the existing fill. Typically, an additional test pit exploration is performed to evaluate the potential for installing aggregate piers. If the structure is designed with an aggregate pier system, the designer should ensure that total and differential settlements are within the tolerances of the structure and that installation through the fill material is achievable.

4.4 Floor Slab Recommendations

The subgrade material evaluated and prepared according to the recommendations in this report should be suitable to support slab on grade concrete. We recommend that a subgrade reaction modulus of 125 pounds per square inch per inch of deflection (pci) be used in the design of the floor slab at grade. The modulus value was assumed based on our experience with similar subgrade conditions, considering. This value assumes a 1 foot plate is used to determine the modulus and should be adjusted for the size of the foundation and confinement effect. We recommend that the floor slabs be suitably reinforced and designed to be separate from the foundation system in order to allow for separate movements.

We recommend the installation of a capillary moisture break directly below the slab. It should consist of at least 6 inches of clean sand or gravel with a maximum particle size of 1 inch containing no more than 5% passing the number 200 sieve (fines) and follow the recommendations of ACI 302.1, Section 4.1. If the floor slab is to include floor coverings, we recommend that the manufacturer be consulted to verify the proper incorporation of a vapor retarder. If a vapor retarder is used, we recommend it be placed in accordance with ACI 302.1 Section 3.2 and should meet the requirements of ASTM E1745. The vapor retarder should include proper sealing at penetrations, overlap at joints, and sealing at the interface of the wall and slab and may require an adequate cushion material to prevent damage.

4.5 Stormwater Basins

It is our understanding that stormwater management basins will be included in the proposed development, but the location and other design information has not been determined. As part of


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our review of the soil conditions at the project site, GESTRA performed a cursory review of the soil samples with respect to USDA/NRCS soil classification methods.

Below the upper clayey soils, the granular soil samples would be predominately classified as loamy sand or sandy loam. In typical design scenarios, these soil types would not be exempt from infiltration design requirements. A formal exploration within each planned stormwater basin would be required for recommendations related to each basin once additional design information is available, including additional evaluation with respect to the soil types, groundwater and bedrock depth.

4.6 Seismic Site Classification

Section 1613 of the International Building Code 2015 (IBC) was used to assign a soil site classification. Based on the native soil conditions observed and assuming these are consistent or better to a depth of 100 feet, the soil site classification C (Very dense soil and soft rock) should be used in the structural design of the proposed building. Based on site class C, and mapped spectral response acceleration Ss and S1 for Beaver Dam, Wisconsin, the site coefficient Fa and Fv are 1.2 and 1.7, respectively.

4.7 Construction Consideration

The detailed means and method of excavation and construction should be decided by the contractor and approved by the project design team. Based on the specific site information, geotechnical exploration results and requirements for the proposed structure, the following issues should be taken in consideration during construction.

Dewatering

Water from other sources such as surface runoff from rain events should be controlled and prevented from entering site excavations. The contractor should be prepared to control the water and prevent it from accumulating in excavations or otherwise affecting construction.

During drilling groundwater was observed up to an elevation of 956.3 feet. Due to variable bedrock depth and cohesive and granular soils at variable depths trapped water is expected in some other areas not explored. During mass grading release of trapped water from lower granular soil is expected, which may affect the grading work significantly. In case of wet grading condition, contractor should have plan using granular materials for bridging wet subgrade. Construction dewatering should also be planned for excavations that extend deeper than the observed groundwater table.

Excavation Stability

Caving is a common issue for excavation side walls during construction, especially if fill material, granular soils, and/or water seepage are observed. An excavation plan should be developed and the length of excavation left open should be limited to prevent caving soil from covering the suitable bearing soils.

A temporary soil retention system may also be necessary in order to prevent caving or provide support of surrounding structures or utilities during construction. Providing recommendations or designing the retention system is out of the scope for GESTRA. The contractor must comply with the federal, state, local and updated OSHA regulations during excavation and in retention system design to ensure excavation safety.


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Occupational Safety and Health Act (OSHA) has instituted strict standards for temporary construction excavations. These standards are outlined in 29 CFR Part 1926 Subpart P. Excavations within unstable soil conditions or extending five feet or more in depth should be adequately sloped or braced according to these standards. Excavation safety is the responsibility of the contractor. Material stockpiles or heavy equipment should not be placed near the edge of the excavation slopes. The actual stable slope angle should be determined during construction and will depend upon the loading, soil, and groundwater conditions encountered.

Weather Implications

The subgrade soil or the soil at foundation level might become unstable with exposure to adverse weather such as rain, snow and freezing temperatures. The unstable areas due to weather exposure may require an additional undercut or stabilization and the representative geotechnical engineer should assist with the determination of the depth of additional undercut or stabilization procedure based on observation of the field condition. Soil Sensitivity

Soil at the construction site will be exposed to moisture and disturbance from construction traffic, construction equipment and human factors. Due to the disturbance, soil may become sensitive with contact of water. Contractor should try to lessen the exposure the soil at the construction site may encounter to moisture and disturbances. Therefore, the foundations, floor slabs and pavements should be constructed immediately after the review of the representative geotechnical engineer.

5.0 EXPLORATION AND TESTING PROCEDURES

5.1 Layout and Elevation Procedures

A total of twenty one (21) soil borings were completed at the locations shown on the attached Borehole Location Map in Appendix I. FOTH selected 14 of the 21 boring locations, as initially planned and marked those in the field. They also provided elevation information at the boring locations. GESTRA was authorized later to perform additional borings approximately 50 feet offset from the original boring locations for borings ended before 15 feet bgs. GESTRA drilled additional 7 borings at offset locations form original borings. The offset borings are marked with as B at the end of its identification number. Specific offset distance and offset direction is marked on the individual boring log.

Driller reported that the elevation difference between the original boring and offset borings is minimal. Actual elevation information at offset dilled location is not available at the time of this report. GESTRA cross checked offset boring elevation information with contour map from Dodge County GIS Web mapping system. There are no significant changes in elevation noticed. For the purpose of analysis, GESTRA assumed offset location elevation is the same elevation as the original location. We understand FOTH will survey the offset drilled location at a later date. GESTRA will update the report with actual elevation information, once those are available with us.

5.2 Field Testing Procedures

The boreholes were drilled using an ATV Diedrich D50 drill rig. The boreholes were initiated and advanced by using hollow stem augers. A 24-inch split spoon sample was typically collect


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at the surface, then 18-inches split spoon samples were collected at 2-1/2 foot intervals starting at a depth of 2 feet to a depth of 16 feet or to the depth of terminations for borings terminated before 16 feet bgs. Below a depth of 16 feet spilt spoon samples were collect at 5-foot intervals to the assigned termination depth.

All representative soil samples were taken in general accordance with the “Standard Method for Penetration Test and Split-Barrel Sampling of Soils” (ASTM D1586) or “Standard Practice for Thin-Walled Tube Sampling of Soils for Geotechnical Purposes” (ASTM D1587). After each sampling, a soil sample was retained and placed in a jar and recorded for type, color, consistency, and moisture, sealed and then transported to the laboratory for further review and testing, if required. The specific drilling method used including the depths, rig type, crew chief, are included on each of the individual boring logs as it may change for each borehole.

5.3 Laboratory Testing Procedures

After completion of drilling operations, all of the retained soil samples were transported to GESTRA’s laboratory and classified by a geotechnical engineer using the Unified Soil Classification System (USCS). A chart describing the classification system used is included in Appendix I of this report. The engineer assigned laboratory testing suited to extract important index properties of the soil layers. These tests included hand penetrometer, moisture contents, organic contents, Atterberg limits and mechanical analysis.


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STANDARD OF CARE

Our exploration was limited to evaluating subsurface soil and groundwater conditions pertaining to the proposed project. GESTRA did not perform any environmental, chemical, or hydrogeologic testing as these were not part of our work scope.

This report should be made available in its entirety to bidding contractors for information purposes. The soil borings and site sketch should not be detached from this report. Our report is not valid if used for purposes other than what is described in the report.

All OSHA regulations such as those regarding proper sloping and temporary shoring of excavations should be followed during the entire construction process.

GESTRA has presented our professional opinions in this report in the form of recommendations. Our opinions are based on our understanding of current project information and related accepted engineering practices at the time of this report. Other than this, no warranty is implied or intended.

Sincerely,


Report Prepared By: Report Reviewed By:

Razaul Haque, P.E. Masud Alam, P.E. Project Engineer Principal Engineer


18187-10

APPENDIX I SITE LOCATION MAP, BOREHOLE LAYOUT PLAN, TEST BORING LOGS, GENERAL NOTES AND SOILS

CLASSIFICATION

Project Name & Location: Proposed Beaver Dam Industrial Park Phase 1 Beaver Dam, Wisconsin

Drawing Title: Site Location Map

Project Number: 18187-10

Drawn by: R. Haque

GESTRA Engineering, Inc. 191 W. Edgerton Avenue Milwaukee, WI 53207 Ph: 414 933 7444 Fax: 414 933 7844

Scale: Not to Scale

Date: July 23, 2018

Checked & Approved by: M. Alam

Notes: Drawn using aerial map from Google Earth Maps

Project Name & Location: Proposed Beaver Dam Industrial Park (Phase-1) Beaver Dam, Wisconsin

Drawing Title: Borehole Layout Plan

Drawn by: RH


191 W. Edgerton Avenue Milwaukee, WI 53207 Ph: 414 933 7444 Fax: 414 933 7844

Project Number: 18187-10

Approved by: MA

Scale: 1Inch = 1250 Feet (±)

Date: 07/24//2018

Note: Prepared using drawing provided by FOTH

B-1B

B-1

B-2 B-2B

B-3 B-4 B-4B B-5 B-5B

B-6 B-7B

B-14 B-7

B-8 B-9 B-10 B-10B

B-11

B-11B

B-12

B-13

N

LEGEND:

Borehole Location

Borehole ID

Offset Borehole ID

B-#

B-#B

CL

ML

10

16

6

14

3

1223

444

234

476

50/5"

24.7

29.6

4

8

7

13

R

SS

- 1

SS

- 2

SS

- 3

SS

- 4

SS

- 5

Driller reported auger refusalat 11 feet

0.50

0.50

TOPSOIL (20-inch)

1.7 (960.4)LEAN CLAY, brown, moist, medium stiff, trace sand

6 (956.1)SANDY SILT WITH GRAVEL, brown, moist, mediumstiff

11 (951.1)Apparent BEDROCK

End of Boring at 11.0 ft.

FIELD LOG

Comments

WETDRY

7/5/2018

Dep

th (

ft)

Ele

vatio

n

R. Haque

Diedrich D50 ATV

18187-10

1 of 1

DRILLING RIG

DRILLING METHODBORING DRILLED BY

Rec

over

y(in

)

Gra

phic

Soil Descriptionand Geological Origin for

Each Major Unit

960.0

955.0

950.0

LATITUDE

Unc

onfin

ed C

omp.

Str

engt

h(Q

u o

r Q

p) (

tsf)

Moi

stur

e C

onte

nt (

%)

DATE DRILLING STARTED

Blo

w C

ount

s

L. Rykoskey

WATER & CAVE-IN OBSERVATION DATA

PROJECT NUMBER

Num

ber

and

Typ

e

WATER ENCOUNTERED DURING DRILLING: NE ft.

B-1

N -

Val

ue

Proposed Beaver Dam Industrial ParkDATE DRILLING ENDED

PROJECT NAME

PROJECT LOCATION

SURFACE ELEVATION

Liqu

id L

imit

7/5/2018

LONGITUDE

WATER LEVEL AT COMPLETION: NMR CAVE DEPTH AFTER 0 HOURS: NMR

SOIL BORING LOG

Pla

stic

ity In

dex

LAB LOG / QC

3¼" HSA

962.1 ft° ' "

° ' "

Wel

l Dia

gram

Gestra Engineering Inc.191 W. Edgerton AvenueMilwaukee, WI 53207Phone: 414-933-7444, Fax: 414-933-7844

BORING NUMBER

NOTE: Stratification lines between soil types represent the approximate boundary; gradual transition between in-situ soil layers should be expected.

PAGE NUMBER

WETDRY

FIRM: GESTRACREW CHIEF: S. Gonyer

5

10

15

WATER LEVEL AFTER 0 HOURS: NMR

CAVE DEPTH AT COMPLETION: NMR

Beaver Dam, WI

US

CS

Cla

ssifi

catio

n

CL

ML

12

5

14

12

10

1233

334

234

578

1050/4"

24.5

21

5

7

7

15

R

SS

- 1

SS

- 2

SS

- 3

SS

- 4

SS

- 5

Boring drilled offsetapproximately 50 feet southof boring B-1

Organic content = 6.7%


1.00

1.00

TOPSOIL (21-inch)

1.8 (960.3)LEAN CLAY, brown, moist, stiff, trace sand

6.3 (955.8)SANDY SILT WITH GRAVEL, brown, moist, mediumdense to very dense



FIELD LOG

Comments

WETDRY

7/5/2018

Dep

th (

ft)

Ele

vatio

n

R. Haque

Diedrich D50 ATV

18187-10

1 of 1

DRILLING RIG


Rec

over

y(in

)

Gra

phic


Each Major Unit

960.0

955.0

950.0

LATITUDE

Unc

onfin

ed C

omp.

Str

engt

h(Q

u o

r Q

p) (

tsf)

Moi

stur

e C

onte

nt (

%)


Blo

w C

ount

s

L. Rykoskey


PROJECT NUMBER

Num

ber

and

Typ

e


B-1B

N -

Val

ue


PROJECT NAME

PROJECT LOCATION

SURFACE ELEVATION

Liqu

id L

imit

7/5/2018

LONGITUDE


SOIL BORING LOG

Pla

stic

ity In

dex

LAB LOG / QC

3¼" HSA

962.1 ft° ' "

° ' "

Wel

l Dia

gram


BORING NUMBER


PAGE NUMBER

WETDRY


5

10

15



Beaver Dam, WI

US

CS

Cla

ssifi

catio

n

CL

10

10 14

1223

235

33 22.5

4

8

SS

- 1

SS

- 2


1.00

TOPSOIL (13-inch)

1.1 (957.8)LEAN CLAY, brown mottled gray, moist, stiff



FIELD LOG

Comments

WETDRY

7/5/2018

Dep

th (

ft)

Ele

vatio

n

R. Haque

Diedrich D50 ATV

18187-10

1 of 1

DRILLING RIG


Rec

over

y(in

)

Gra

phic


Each Major Unit

955.0

950.0

945.0

LATITUDE

Unc

onfin

ed C

omp.

Str

engt

h(Q

u o

r Q

p) (

tsf)

Moi

stur

e C

onte

nt (

%)


Blo

w C

ount

s

L. Rykoskey


PROJECT NUMBER

Num

ber

and

Typ

e


B-2

N -

Val

ue


PROJECT NAME

PROJECT LOCATION

SURFACE ELEVATION

Liqu

id L

imit

7/5/2018

LONGITUDE


SOIL BORING LOG

Pla

stic

ity In

dex

LAB LOG / QC

3¼" HSA

958.9 ft° ' "

° ' "

Wel

l Dia

gram


BORING NUMBER


PAGE NUMBER

WETDRY


5

10

15



Beaver Dam, WI

US

CS

Cla

ssifi

catio

n

CL

12

14

1123

339

16.8

3

12

SS

- 1

SS

- 2

Boring drilled offsetapproximately 50 feet east ofboring B-4

Driller reported auger refusalat 4.5 feet

1.50

TOPSOIL (12-inch)

1 (957.9)LEAN CLAY, brown mottled gray, moist, stiff

4.5 (954.4)Apparent BEDROCK


FIELD LOG

Comments

WETDRY

7/5/2018

Dep

th (

ft)

Ele

vatio

n

R. Haque

Diedrich D50 ATV

18187-10

1 of 1

DRILLING RIG


Rec

over

y(in

)

Gra

phic


Each Major Unit

955.0

950.0

945.0

LATITUDE

Unc

onfin

ed C

omp.

Str

engt

h(Q

u o

r Q

p) (

tsf)

Moi

stur

e C

onte

nt (

%)


Blo

w C

ount

s

L. Rykoskey


PROJECT NUMBER

Num

ber

and

Typ

e


B-2B

N -

Val

ue


PROJECT NAME

PROJECT LOCATION

SURFACE ELEVATION

Liqu

id L

imit

7/5/2018

LONGITUDE


SOIL BORING LOG

Pla

stic

ity In

dex

LAB LOG / QC

3¼" HSA

958.9 ft° ' "

° ' "

Wel

l Dia

gram


BORING NUMBER


PAGE NUMBER

WETDRY


5

10

15



Beaver Dam, WI

US

CS

Cla

ssifi

catio

n

CL

ML

10

12

12

4

0

2

0

1223

333

645

248

121416

678

50/1"

23.4

22.6

4

6

9

12

30

15

R

SS

- 1

SS

- 2

SS

- 3

SS

- 4

SS

- 5

SS

- 6

SS

- 7



1.00

TOPSOIL (14-inch)

1.2 (959.2)LEAN CLAY, dark brown, moist, stiff, trace sand

3.8 (956.6)SANDY SILT, brown, wet, loose to very dense, traceto with gravel



FIELD LOG

Comments

WETDRY

7/6/2018

Dep

th (

ft)

Ele

vatio

n

R. Haque

Diedrich D50 ATV

18187-10

1 of 1

DRILLING RIG


Rec

over

y(in

)

Gra

phic


Each Major Unit

960.0

955.0

950.0

945.0

LATITUDE

Unc

onfin

ed C

omp.

Str

engt

h(Q

u o

r Q

p) (

tsf)

Moi

stur

e C

onte

nt (

%)


Blo

w C

ount

s

L. Rykoskey


PROJECT NUMBER

Num

ber

and

Typ

e


B-3

N -

Val

ue


PROJECT NAME

PROJECT LOCATION

SURFACE ELEVATION

Liqu

id L

imit

7/6/2018

LONGITUDE


SOIL BORING LOG

Pla

stic

ity In

dex

LAB LOG / QC

3¼" HSA

960.4 ft° ' "

° ' "

Wel

l Dia

gram


BORING NUMBER


PAGE NUMBER

WETDRY


5

10

15



Beaver Dam, WI

US

CS

Cla

ssifi

catio

n

CL

SC-SM

12

14

16

18

1

13

4

1222

223

224

456

50/1"

32

18

27.2

21.9

18

4

5

6

11

R

SS

- 1

SS

- 2

SS

- 3

SS

- 4

SS

- 5



0.50

0.50

TOPSOIL (14-inch)

1.2 (957.1)LEAN CLAY, brown with gray, moist, medium stiff

6.4 (951.9)SILTY CLAYEY SAND, brown, wet, medium dense

With gravel in sample SS-510 (948.3)

Apparent BEDROCKEnd of Boring at 10.0 ft.

FIELD LOG

Comments

WETDRY

7/5/2018

Dep

th (

ft)

Ele

vatio

n

R. Haque

Diedrich D50 ATV

18187-10

1 of 1

DRILLING RIG


Rec

over

y(in

)

Gra

phic


Each Major Unit

955.0

950.0

945.0

LATITUDE

Unc

onfin

ed C

omp.

Str

engt

h(Q

u o

r Q

p) (

tsf)

Moi

stur

e C

onte

nt (

%)


Blo

w C

ount

s

L. Rykoskey


PROJECT NUMBER

Num

ber

and

Typ

e


B-4

N -

Val

ue


PROJECT NAME

PROJECT LOCATION

SURFACE ELEVATION

Liqu

id L

imit

7/5/2018

LONGITUDE

WATER LEVEL AT COMPLETION: 6 ft. CAVE DEPTH AFTER 0 HOURS: NMR

SOIL BORING LOG

Pla

stic

ity In

dex

LAB LOG / QC

3¼" HSA

958.3 ft° ' "

° ' "

Wel

l Dia

gram


BORING NUMBER


PAGE NUMBER

WETDRY


5

10

15



Beaver Dam, WI

US

CS

Cla

ssifi

catio

n

CL

SC-SM

10

12

12

14

0

1223

223

223

555

50/1"

26.7

24

17.5

4

5

5

10

R

SS

- 1

SS

- 2

SS

- 3

SS

- 4

SS

- 5

Boring drilled offsetapproximately 50 feet westof boring B-4

Driller reported auger refusalat 10 ½ feet

0.50

0.75

TOPSOIL (15-inch)

1.3 (957)LEAN CLAY, brown with gray, moist, medium stiff

6.3 (952)SILTY CLAYEY SAND, brown, wet, medium dense

With gravel in sample SS-5



FIELD LOG

Comments

WETDRY

7/5/2018

Dep

th (

ft)

Ele

vatio

n

R. Haque

Diedrich D50 ATV

18187-10

1 of 1

DRILLING RIG


Rec

over

y(in

)

Gra

phic


Each Major Unit

955.0

950.0

945.0

LATITUDE

Unc

onfin

ed C

omp.

Str

engt

h(Q

u o

r Q

p) (

tsf)

Moi

stur

e C

onte

nt (

%)


Blo

w C

ount

s

L. Rykoskey


PROJECT NUMBER

Num

ber

and

Typ

e


B-4B

N -

Val

ue


PROJECT NAME

PROJECT LOCATION

SURFACE ELEVATION

Liqu

id L

imit

7/5/2018

LONGITUDE


SOIL BORING LOG

Pla

stic

ity In

dex

LAB LOG / QC

3¼" HSA

958.3 ft° ' "

° ' "

Wel

l Dia

gram


BORING NUMBER


PAGE NUMBER

WETDRY


5

10

15



Beaver Dam, WI

US

CS

Cla

ssifi

catio

n

CL

SM

10

12

18

6

8

1

2

1112

223

223

150/3"

101417

50/1"

16

27.3

14.7

2

5

5

R

31

SS

- 1

SS

- 2

SS

- 3

SS

- 4

SS

- 5

SS

- 6


Gravel = 16.1%Sand = 38.9%P200 =45.1%


<0.25

TOPSOIL (17-inch)

1.4 (960.1)LEAN CLAY, brown, moist, very soft to soft

5.2 (956.3)SILTY SAND, brown, wet, dense to very dense, traceto with gravel



FIELD LOG

Comments

WETDRY

7/5/2018

Dep

th (

ft)

Ele

vatio

n

R. Haque

Diedrich D50 ATV

18187-10

1 of 1

DRILLING RIG


Rec

over

y(in

)

Gra

phic


Each Major Unit

960.0

955.0

950.0

945.0

LATITUDE

Unc

onfin

ed C

omp.

Str

engt

h(Q

u o

r Q

p) (

tsf)

Moi

stur

e C

onte

nt (

%)


Blo

w C

ount

s

L. Rykoskey


PROJECT NUMBER

Num

ber

and

Typ

e

WATER ENCOUNTERED DURING DRILLING: 7 ft.

B-5

N -

Val

ue


PROJECT NAME

PROJECT LOCATION

SURFACE ELEVATION

Liqu

id L

imit

7/5/2018

LONGITUDE


SOIL BORING LOG

Pla

stic

ity In

dex

LAB LOG / QC

3¼" HSA

961.5 ft° ' "

° ' "

Wel

l Dia

gram


BORING NUMBER


PAGE NUMBER

WETDRY


5

10

15



Beaver Dam, WI

US

CS

Cla

ssifi

catio

n

CL

SM

12

12

18

12

10

1

1122

333

023

334

24

50/1"

50/1"

25.6

21.4

3

6

5

7

R

R

SS

- 1

SS

- 2

SS

- 3

SS

- 4

SS

- 5

SS

- 6

Boring drilled offsetapproximately 50 feet westof boring B-5


0.50

0.50

TOPSOIL (17-inch)

1.4 (960.1)LEAN CLAY, brown, moist, medium stiff

6.5 (955)SILTY SAND, brown, wet, loose to very dense, traceto with gravel



FIELD LOG

Comments

WETDRY

7/5/2018

Dep

th (

ft)

Ele

vatio

n

R. Haque

Diedrich D50 ATV

18187-10

1 of 1

DRILLING RIG


Rec

over

y(in

)

Gra

phic


Each Major Unit

960.0

955.0

950.0

945.0

LATITUDE

Unc

onfin

ed C

omp.

Str

engt

h(Q

u o

r Q

p) (

tsf)

Moi

stur

e C

onte

nt (

%)


Blo

w C

ount

s

L. Rykoskey


PROJECT NUMBER

Num

ber

and

Typ

e


B-5B

N -

Val

ue


PROJECT NAME

PROJECT LOCATION

SURFACE ELEVATION

Liqu

id L

imit

7/5/2018

LONGITUDE


SOIL BORING LOG

Pla

stic

ity In

dex

LAB LOG / QC

3¼" HSA

961.5 ft° ' "

° ' "

Wel

l Dia

gram


BORING NUMBER


PAGE NUMBER

WETDRY


5

10

15



Beaver Dam, WI

US

CS

Cla

ssifi

catio

n

SM

GM

12

14

18

16

10

12

12

2459

121424

143221

172129

182234

152729

143626

9

38

53

50

56

56

62

SS

- 1

SS

- 2

SS

- 3

SS

- 4

SS

- 5

SS

- 6

SS

- 7

Gravel = 25.4%Sand = 38.5%P200 =36.1%

Gravel = 41.3%Sand = 32.7%P200 =26%

TOPSOIL (12-inch)

1 (983.3)SILTY SAND WITH GRAVEL, brown, moist, dense tovery dense

8.9 (975.4)SILTY GRAVEL WITH SAND, brown with gray, moist,very dense

FIELD LOG

Comments

WETDRY

7/3/2018

Dep

th (

ft)

Ele

vatio

n

R. Haque

Diedrich D50 ATV

18187-10

1 of 2

DRILLING RIG


Rec

over

y(in

)

Gra

phic


Each Major Unit

980.0

975.0

970.0

LATITUDE

Unc

onfin

ed C

omp.

Str

engt

h(Q

u o

r Q

p) (

tsf)

Moi

stur

e C

onte

nt (

%)


Blo

w C

ount

s

L. Rykoskey


PROJECT NUMBER

Num

ber

and

Typ

e


B-6

N -

Val

ue


PROJECT NAME

PROJECT LOCATION

SURFACE ELEVATION

Liqu

id L

imit

7/3/2018

LONGITUDE


SOIL BORING LOG

Pla

stic

ity In

dex

LAB LOG / QC

3¼" HSA

984.3 ft° ' "

° ' "

Wel

l Dia

gram


BORING NUMBER


PAGE NUMBER

WETDRY


5

10

15



Beaver Dam, WI

US

CS

Cla

ssifi

catio

n

GM

ML

10

14

12

1850/5"

121118

141521

R

29

36

SS

- 8

SS

- 9

SS

- 1

0

SILTY GRAVEL WITH SAND, brown with gray, moist,very dense

22.4 (961.9)SANDY SILT WITH GRAVEL, brown, moist, mediumdense to dense

31 (953.3)End of Boring at 31.0 ft.

FIELD LOG

Comments

WETDRY

7/3/2018

Dep

th (

ft)

Ele

vatio

n

R. Haque

Diedrich D50 ATV

18187-10

2 of 2

DRILLING RIG


Rec

over

y(in

)

Gra

phic


Each Major Unit

965.0

960.0

955.0

LATITUDE

Unc

onfin

ed C

omp.

Str

engt

h(Q

u o

r Q

p) (

tsf)

Moi

stur

e C

onte

nt (

%)


Blo

w C

ount

s

L. Rykoskey


PROJECT NUMBER

Num

ber

and

Typ

e


B-6

N -

Val

ue


PROJECT NAME

PROJECT LOCATION

SURFACE ELEVATION

Liqu

id L

imit

7/3/2018

LONGITUDE


SOIL BORING LOG

Pla

stic

ity In

dex

LAB LOG / QC

3¼" HSA

984.3 ft° ' "

° ' "

Wel

l Dia

gram


BORING NUMBER


PAGE NUMBER

WETDRY


20

25

30



Beaver Dam, WI

US

CS

Cla

ssifi

catio

n

CL

ML

16

18

14

0

1123

333

675

50/0"

26.5

25.7

3

6

12

R

SS

- 1

SS

- 2

SS

- 3

SS

- 4


0.50

1.00

TOPSOIL (13-inch)

1.1 (962.2)LEAN CLAY, brown, moist, medium stiff to stiff, tracesand

4 (959.3)SANDY SILT WITH GRAVEL, brown, wet, mediumdense



FIELD LOG

Comments

WETDRY

7/3/2018

Dep

th (

ft)

Ele

vatio

n

R. Haque

Diedrich D50 ATV

18187-10

1 of 1

DRILLING RIG


Rec

over

y(in

)

Gra

phic


Each Major Unit

960.0

955.0

950.0

LATITUDE

Unc

onfin

ed C

omp.

Str

engt

h(Q

u o

r Q

p) (

tsf)

Moi

stur

e C

onte

nt (

%)


Blo

w C

ount

s

L. Rykoskey


PROJECT NUMBER

Num

ber

and

Typ

e


B-7

N -

Val

ue


PROJECT NAME

PROJECT LOCATION

SURFACE ELEVATION

Liqu

id L

imit

7/3/2018

LONGITUDE


SOIL BORING LOG

Pla

stic

ity In

dex

LAB LOG / QC

3¼" HSA

963.3 ft° ' "

° ' "

Wel

l Dia

gram


BORING NUMBER


PAGE NUMBER

WETDRY


5

10

15



Beaver Dam, WI

US

CS

Cla

ssifi

catio

n

CL

SM

ML

14

12

6

10

1122

327

567

81010

26.3

3

9

13

20

SS

- 1

SS

- 2

SS

- 3

SS

- 4

Boring drilled offsetapproximately 50 feet westof B-7


0.50

TOPSOIL (13-inch)

1.1 (962.2)LEAN CLAY WITH SAND, brown, moist, medium stiff

3.8 (959.5)SILTY SAND, brown, moist, medium dense, trace towith gravel

6 (957.3)SANDY SILT, brown, wet, medium dense, trace to withgravel



FIELD LOG

Comments

WETDRY

7/3/2018

Dep

th (

ft)

Ele

vatio

n

R. Haque

Diedrich D50 ATV

18187-10

1 of 1

DRILLING RIG


Rec

over

y(in

)

Gra

phic


Each Major Unit

960.0

955.0

950.0

LATITUDE

Unc

onfin

ed C

omp.

Str

engt

h(Q

u o

r Q

p) (

tsf)

Moi

stur

e C

onte

nt (

%)


Blo

w C

ount

s

L. Rykoskey


PROJECT NUMBER

Num

ber

and

Typ

e


B-7B

N -

Val

ue


PROJECT NAME

PROJECT LOCATION

SURFACE ELEVATION

Liqu

id L

imit

7/3/2018

LONGITUDE


SOIL BORING LOG

Pla

stic

ity In

dex

LAB LOG / QC

3¼" HSA

963.3 ft° ' "

° ' "

Wel

l Dia

gram


BORING NUMBER


PAGE NUMBER

WETDRY


5

10

15



Beaver Dam, WI

US

CS

Cla

ssifi

catio

n

CH

ML

16

18

6

1

32

1222

235

53

50/3"

50/1"

54 24.3

4

8

R

R

SS

- 1

SS

- 2

SS

- 3

SS

- 4

Driller reported auger refusalat 8 feet; offset 5 feet northrefusal at 8 feet again; drillerterminated boring.

1.50

TOPSOIL (14-inch)

1.2 (957.7)FAT CLAY, brown, moist, medium stiff to stiff, tracesand

4 (954.9)SANDY SILT, brown, moist, loose

6 (952.9)Weathered BEDROCK



FIELD LOG

Comments

WETDRY

7/2/2018

Dep

th (

ft)

Ele

vatio

n

R. Haque

Diedrich D50 ATV

18187-10

1 of 1

DRILLING RIG


Rec

over

y(in

)

Gra

phic


Each Major Unit

955.0

950.0

945.0

LATITUDE

Unc

onfin

ed C

omp.

Str

engt

h(Q

u o

r Q

p) (

tsf)

Moi

stur

e C

onte

nt (

%)


Blo

w C

ount

s

L. Rykoskey


PROJECT NUMBER

Num

ber

and

Typ

e


B-8

N -

Val

ue


PROJECT NAME

PROJECT LOCATION

SURFACE ELEVATION

Liqu

id L

imit

7/2/2018

LONGITUDE


SOIL BORING LOG

Pla

stic

ity In

dex

LAB LOG / QC

3¼" HSA

958.9 ft° ' "

° ' "

Wel

l Dia

gram


BORING NUMBER


PAGE NUMBER

WETDRY


5

10

15



Beaver Dam, WI

US

CS

Cla

ssifi

catio

n

CL

ML

16

10

18

18

18

12

1

19

1122

222

222

000

001

77

50/3"

50/1"

39

25.7

32.8

31.8

34.2

13.2

3

4

4

0

1

R

R

SS

- 1

SS

- 2

SS

- 3

SS

- 4

SS

- 5

SS

- 6

SS

- 7


Driller reported auger refusalat 15.5 feet

0.25

0.25

<0.25

<0.25

TOPSOIL (24-inch)

2 (947.7)LEAN CLAY, gray, moist, very soft to medium stiff,trace sand

11.5 (938.2)SANDY SILT, brown, wet, very dense, trace to withgravel



FIELD LOG

Comments

WETDRY

7/5/2018

Dep

th (

ft)

Ele

vatio

n

R. Haque

Diedrich D50 ATV

18187-10

1 of 1

DRILLING RIG


Rec

over

y(in

)

Gra

phic


Each Major Unit

945.0

940.0

935.0

LATITUDE

Unc

onfin

ed C

omp.

Str

engt

h(Q

u o

r Q

p) (

tsf)

Moi

stur

e C

onte

nt (

%)


Blo

w C

ount

s

L. Rykoskey


PROJECT NUMBER

Num

ber

and

Typ

e


B-9

N -

Val

ue


PROJECT NAME

PROJECT LOCATION

SURFACE ELEVATION

Liqu

id L

imit

7/5/2018

LONGITUDE


SOIL BORING LOG

Pla

stic

ity In

dex

LAB LOG / QC

3¼" HSA

949.7 ft° ' "

° ' "

Wel

l Dia

gram


BORING NUMBER


PAGE NUMBER

WETDRY


5

10

15



Beaver Dam, WI

US

CS

Cla

ssifi

catio

n

CL

ML

10

10

12

1

2

1233

456

333

50/3"

50/2"

19.5

26.6

5

11

6

R

R

SS

- 1

SS

- 2

SS

- 3

SS

- 4

SS

- 5



1.00

TOPSOIL (17-inch)





FIELD LOG

Comments

WETDRY

7/6/2018

Dep

th (

ft)

Ele

vatio

n

R. Haque

Diedrich D50 ATV

18187-10

1 of 1

DRILLING RIG


Rec

over

y(in

)

Gra

phic


Each Major Unit

960.0

955.0

950.0

LATITUDE

Unc

onfin

ed C

omp.

Str

engt

h(Q

u o

r Q

p) (

tsf)

Moi

stur

e C

onte

nt (

%)


Blo

w C

ount

s

L. Rykoskey


PROJECT NUMBER

Num

ber

and

Typ

e

WATER ENCOUNTERED DURING DRILLING: 9.5 ft.

B-10

N -

Val

ue


PROJECT NAME

PROJECT LOCATION

SURFACE ELEVATION

Liqu

id L

imit

7/6/2018

LONGITUDE


SOIL BORING LOG

Pla

stic

ity In

dex

LAB LOG / QC

3¼" HSA

964.3 ft° ' "

° ' "

Wel

l Dia

gram


BORING NUMBER


PAGE NUMBER

WETDRY


5

10

15



Beaver Dam, WI

US

CS

Cla

ssifi

catio

n

CL

ML

12

14

2

4

1

1232

355

373

50/4"

50/1"

19.8

5

10

10

R

R

SS

- 1

SS

- 2

SS

- 3

SS

- 4

SS

- 5

Boring was drilled offsetapproximately 50 feet westof B-10


Disturbed sample, unable toobtain Qp; consistencybased on SPT N-value

Driller reported auger refusalat 11½ feet

TOPSOIL (18-inch)


3.8 (960.5)SANDY SILT, brown, wet, medium dense to verydense, trace to with gravel



FIELD LOG

Comments

WETDRY

7/6/2018

Dep

th (

ft)

Ele

vatio

n

R. Haque

Diedrich D50 ATV

18187-10

1 of 1

DRILLING RIG


Rec

over

y(in

)

Gra

phic


Each Major Unit

960.0

955.0

950.0

LATITUDE

Unc

onfin

ed C

omp.

Str

engt

h(Q

u o

r Q

p) (

tsf)

Moi

stur

e C

onte

nt (

%)


Blo

w C

ount

s

L. Rykoskey


PROJECT NUMBER

Num

ber

and

Typ

e


B-10B

N -

Val

ue


PROJECT NAME

PROJECT LOCATION

SURFACE ELEVATION

Liqu

id L

imit

7/6/2018

LONGITUDE


SOIL BORING LOG

Pla

stic

ity In

dex

LAB LOG / QC

3¼" HSA

964.3 ft° ' "

° ' "

Wel

l Dia

gram


BORING NUMBER


PAGE NUMBER

WETDRY


5

10

15



Beaver Dam, WI

US

CS

Cla

ssifi

catio

n

SM

12

14

10

4121414

41017

142830

26

27

58

SS

- 1

SS

- 2

SS

- 3

Gravel = 25.0%Sand = 40.8%P200 =34.2%

Driller reported weatheredbedrock at 5 feet


TOPSOIL (9-inch)

0.8 (972.2)SILTY SAND, brown, moist, medium dense to verydense, trace to with gravel

5 (968)Weathered BEDROCK

7 (966)BEDROCK


FIELD LOG

Comments

WETDRY

7/2/2018

Dep

th (

ft)

Ele

vatio

n

R. Haque

Diedrich D50 ATV

18187-10

1 of 1

DRILLING RIG


Rec

over

y(in

)

Gra

phic


Each Major Unit

970.0

965.0

960.0

LATITUDE

Unc

onfin

ed C

omp.

Str

engt

h(Q

u o

r Q

p) (

tsf)

Moi

stur

e C

onte

nt (

%)


Blo

w C

ount

s

L. Rykoskey


PROJECT NUMBER

Num

ber

and

Typ

e


B-11

N -

Val

ue


PROJECT NAME

PROJECT LOCATION

SURFACE ELEVATION

Liqu

id L

imit

7/2/2018

LONGITUDE


SOIL BORING LOG

Pla

stic

ity In

dex

LAB LOG / QC

3¼" HSA

973 ft° ' "

° ' "

Wel

l Dia

gram


BORING NUMBER


PAGE NUMBER

WETDRY


5

10

15



Beaver Dam, WI

US

CS

Cla

ssifi

catio

n

CL

SM

GP-GM

12

12

10

14

12

0

14

1334

4516

1625

50/3"

192334

72632

50/4"

41038

19.7

6

21

R

57

58

R

48

SS

- 1

SS

- 2

SS

- 3

SS

- 4

SS

- 5

SS

- 6

SS

- 7

Boring drilled offsetapproximately 50 feetnorthwest of boring B-11

Gravel = 48.7%Sand = 42.0%P200 =9.3%

4.50

TOPSOIL (14-inch)

1.2 (971.8)LEAN CLAY, brown, moist, hard

3.8 (969.2)SILTY SAND WITH GRAVEL, brown, moist, verydense

12.5 (960.5)GRAVEL WITH SILT AND SAND, brown, moist, denseto very dense

FIELD LOG

Comments

WETDRY

7/3/2018

Dep

th (

ft)

Ele

vatio

n

R. Haque

Diedrich D50 ATV

18187-10

1 of 2

DRILLING RIG


Rec

over

y(in

)

Gra

phic


Each Major Unit

970.0

965.0

960.0

LATITUDE

Unc

onfin

ed C

omp.

Str

engt

h(Q

u o

r Q

p) (

tsf)

Moi

stur

e C

onte

nt (

%)


Blo

w C

ount

s

L. Rykoskey


PROJECT NUMBER

Num

ber

and

Typ

e


B-11B

N -

Val

ue


PROJECT NAME

PROJECT LOCATION

SURFACE ELEVATION

Liqu

id L

imit

7/3/2018

LONGITUDE


SOIL BORING LOG

Pla

stic

ity In

dex

LAB LOG / QC

3¼" HSA

973 ft° ' "

° ' "

Wel

l Dia

gram


BORING NUMBER


PAGE NUMBER

WETDRY


5

10

15



Beaver Dam, WI

US

CS

Cla

ssifi

catio

n

GP-GM

3

10

6

50/3"

222523

192126

R

48

47

SS

- 8

SS

- 9

SS

- 1

0

GRAVEL WITH SILT AND SAND, brown, moist, denseto very dense

Presence of large gravel and/or cobbles at 24½ feet

31 (942)End of Boring at 31.0 ft.

FIELD LOG

Comments

WETDRY

7/3/2018

Dep

th (

ft)

Ele

vatio

n

R. Haque

Diedrich D50 ATV

18187-10

2 of 2

DRILLING RIG


Rec

over

y(in

)

Gra

phic


Each Major Unit

955.0

950.0

945.0

940.0

LATITUDE

Unc

onfin

ed C

omp.

Str

engt

h(Q

u o

r Q

p) (

tsf)

Moi

stur

e C

onte

nt (

%)


Blo

w C

ount

s

L. Rykoskey


PROJECT NUMBER

Num

ber

and

Typ

e


B-11B

N -

Val

ue


PROJECT NAME

PROJECT LOCATION

SURFACE ELEVATION

Liqu

id L

imit

7/3/2018

LONGITUDE


SOIL BORING LOG

Pla

stic

ity In

dex

LAB LOG / QC

3¼" HSA

973 ft° ' "

° ' "

Wel

l Dia

gram


BORING NUMBER


PAGE NUMBER

WETDRY


20

25

30



Beaver Dam, WI

US

CS

Cla

ssifi

catio

n

CH

SP

GM

10

18

18

18

12

18

6

34

1122

345

222

135

1095

356

101426

52 27.5

37.4

36

3

9

4

8

14

11

40

SS

- 1

SS

- 2

SS

- 3

SS

- 4

SS

- 5

SS

- 6

SS

- 7

Gravel = 32.7%Sand = 32.6%P200 =34.7%

Driller reported weatheredbedrock at 15 feet

1.50

0.50

TOPSOIL (16-inch)

1.3 (942.9)FAT CLAY, gray with brown to gray, moist, mediumstiff to stiff, trace sand

Color change to gray in sample SS- 2

8 (936.2)SAND, brown, wet, loose

9 (935.2)SILTY GRAVEL WITH SAND, brown, wet, mediumdense to dense

15 (929.2)Weathered BEDROCK

FIELD LOG

Comments

WETDRY

7/2/2018

Dep

th (

ft)

Ele

vatio

n

R. Haque

Diedrich D50 ATV

18187-10

1 of 2

DRILLING RIG


Rec

over

y(in

)

Gra

phic


Each Major Unit

940.0

935.0

930.0

LATITUDE

Unc

onfin

ed C

omp.

Str

engt

h(Q

u o

r Q

p) (

tsf)

Moi

stur

e C

onte

nt (

%)


Blo

w C

ount

s

L. Rykoskey


PROJECT NUMBER

Num

ber

and

Typ

e


B-12

N -

Val

ue


PROJECT NAME

PROJECT LOCATION

SURFACE ELEVATION

Liqu

id L

imit

7/2/2018

LONGITUDE


SOIL BORING LOG

Pla

stic

ity In

dex

LAB LOG / QC

3¼" HSA

944.2 ft° ' "

° ' "

Wel

l Dia

gram


BORING NUMBER


PAGE NUMBER

WETDRY


5

10

15



Beaver Dam, WI

US

CS

Cla

ssifi

catio

n


Weathered BEDROCK

19 (925.2)BEDROCK


FIELD LOG

Comments

WETDRY

7/2/2018

Dep

th (

ft)

Ele

vatio

n

R. Haque

Diedrich D50 ATV

18187-10

2 of 2

DRILLING RIG


Rec

over

y(in

)

Gra

phic


Each Major Unit

925.0

920.0

915.0

LATITUDE

Unc

onfin

ed C

omp.

Str

engt

h(Q

u o

r Q

p) (

tsf)

Moi

stur

e C

onte

nt (

%)


Blo

w C

ount

s

L. Rykoskey


PROJECT NUMBER

Num

ber

and

Typ

e


B-12

N -

Val

ue


PROJECT NAME

PROJECT LOCATION

SURFACE ELEVATION

Liqu

id L

imit

7/2/2018

LONGITUDE


SOIL BORING LOG

Pla

stic

ity In

dex

LAB LOG / QC

3¼" HSA

944.2 ft° ' "

° ' "

Wel

l Dia

gram


BORING NUMBER


PAGE NUMBER

WETDRY


20

25

30



Beaver Dam, WI

US

CS

Cla

ssifi

catio

n

CL

ML

SM

SM

12

12

18

16

16

1

10

28

1123

234

222

489

7911

333

233

46

32.1

32.8

3

7

4

17

20

6

6

SS

- 1

SS

- 2

SS

- 3

SS

- 4

SS

- 5

SS

- 6

SS

- 7

1.00

0.50

TOPSOIL (15-inch)

1.3 (939.7)LEAN CLAY, gray mottled brown, moist, medium stiffto stiff, trace sand

6.5 (934.5)SANDY SILT, brown, wet, medium dense

11.4 (929.6)SILTY SAND, gray, wet, loose

13.3 (927.7)SILTY SAND WITH GRAVEL, brown, wet, loose tomedium dense

FIELD LOG

Comments

WETDRY

7/3/2018

Dep

th (

ft)

Ele

vatio

n

R. Haque

Diedrich D50 ATV

18187-10

1 of 2

DRILLING RIG


Rec

over

y(in

)

Gra

phic


Each Major Unit

940.0

935.0

930.0

925.0

LATITUDE

Unc

onfin

ed C

omp.

Str

engt

h(Q

u o

r Q

p) (

tsf)

Moi

stur

e C

onte

nt (

%)


Blo

w C

ount

s

L. Rykoskey


PROJECT NUMBER

Num

ber

and

Typ

e


B-13

N -

Val

ue


PROJECT NAME

PROJECT LOCATION

SURFACE ELEVATION

Liqu

id L

imit

7/3/2018

LONGITUDE


SOIL BORING LOG

Pla

stic

ity In

dex

LAB LOG / QC

3¼" HSA

941 ft° ' "

° ' "

Wel

l Dia

gram


BORING NUMBER


PAGE NUMBER

WETDRY


5

10

15



Beaver Dam, WI

US

CS

Cla

ssifi

catio

n

SM

14655

10

SS

- 8

Gravel = 19.9%Sand = 39.5%P200 =40.5%


SILTY SAND WITH GRAVEL, brown, wet, loose tomedium dense



FIELD LOG

Comments

WETDRY

7/3/2018

Dep

th (

ft)

Ele

vatio

n

R. Haque

Diedrich D50 ATV

18187-10

2 of 2

DRILLING RIG


Rec

over

y(in

)

Gra

phic


Each Major Unit

920.0

915.0

910.0

LATITUDE

Unc

onfin

ed C

omp.

Str

engt

h(Q

u o

r Q

p) (

tsf)

Moi

stur

e C

onte

nt (

%)


Blo

w C

ount

s

L. Rykoskey


PROJECT NUMBER

Num

ber

and

Typ

e


B-13

N -

Val

ue


PROJECT NAME

PROJECT LOCATION

SURFACE ELEVATION

Liqu

id L

imit

7/3/2018

LONGITUDE


SOIL BORING LOG

Pla

stic

ity In

dex

LAB LOG / QC

3¼" HSA

941 ft° ' "

° ' "

Wel

l Dia

gram


BORING NUMBER


PAGE NUMBER

WETDRY


20

25

30



Beaver Dam, WI

US

CS

Cla

ssifi

catio

n

CL

ML

10

6

16

12

10

7

8

1222

223

323

136

16617

1050/3"

2236

50/3"

24.1

26.3

4

5

5

9

23

R

R

SS

- 1

SS

- 2

SS

- 3

SS

- 4

SS

- 5

SS

- 6

SS

- 7


0.50

0.50

TOPSOIL (26-inch)

2.2 (962.6)LEAN CLAY, dark brown, moist, medium stiff, tracesand


FIELD LOG

Comments

WETDRY

7/6/2018

Dep

th (

ft)

Ele

vatio

n

R. Haque

Diedrich D50 ATV

18187-10

1 of 2

DRILLING RIG


Rec

over

y(in

)

Gra

phic


Each Major Unit

960.0

955.0

950.0

LATITUDE

Unc

onfin

ed C

omp.

Str

engt

h(Q

u o

r Q

p) (

tsf)

Moi

stur

e C

onte

nt (

%)


Blo

w C

ount

s

L. Rykoskey


PROJECT NUMBER

Num

ber

and

Typ

e


B-14

N -

Val

ue


PROJECT NAME

PROJECT LOCATION

SURFACE ELEVATION

Liqu

id L

imit

7/6/2018

LONGITUDE


SOIL BORING LOG

Pla

stic

ity In

dex

LAB LOG / QC

3¼" HSA

964.8 ft° ' "

° ' "

Wel

l Dia

gram


BORING NUMBER


PAGE NUMBER

WETDRY


5

10

15



Beaver Dam, WI

US

CS

Cla

ssifi

catio

n

ML

1 50/1" R

SS

- 8


SANDY SILT, brown, wet, loose to very dense, traceto with gravel



FIELD LOG

Comments

WETDRY

7/6/2018

Dep

th (

ft)

Ele

vatio

n

R. Haque

Diedrich D50 ATV

18187-10

2 of 2

DRILLING RIG


Rec

over

y(in

)

Gra

phic


Each Major Unit

945.0

940.0

935.0

LATITUDE

Unc

onfin

ed C

omp.

Str

engt

h(Q

u o

r Q

p) (

tsf)

Moi

stur

e C

onte

nt (

%)


Blo

w C

ount

s

L. Rykoskey


PROJECT NUMBER

Num

ber

and

Typ

e


B-14

N -

Val

ue


PROJECT NAME

PROJECT LOCATION

SURFACE ELEVATION

Liqu

id L

imit

7/6/2018

LONGITUDE


SOIL BORING LOG

Pla

stic

ity In

dex

LAB LOG / QC

3¼" HSA

964.8 ft° ' "

° ' "

Wel

l Dia

gram


BORING NUMBER


PAGE NUMBER

WETDRY


20

25

30



Beaver Dam, WI

US

CS

Cla

ssifi

catio

n

GESTRA Engineering, Inc server_share\report\10-geotechnical\General Notes.doc

GENERAL NOTES DRILLING AND SAMPLING SYMBOLS TEST SYMBOLS

SYMBOL HSA RWB _FA _HA _DC _RC PD CS DM JW SS _L ST 3TP _TO W B P _Q _X CR NSR NMR

DEFINITION Hollow Stem Auger Rotary Wash Boring (Mud Drilling) 4”, 6” or 10” Diameter Flight Auger 2”, 4” or 6” Hand Auger 2 1/2” , 4” , 5” or 6” Steel Drive Casing Size A, B, or N Rotary Casing Pipe Drill or Cleanout Tube Continuous Split Spoon Sampling Drill Mud Jetting Water 2” O.D. Split Spoon Sample 2 1/2” or 3 1/2” O.D. SB Liner Sample 3” Thin Walled Tube Sample (Shelby Tube) 3” Thin Walled Tube (Pitcher Sampler) 2” or 3” Thin Walled Tube (Osterberg Sampler) Wash Sample Bag Sample Test Pit Sample BQ, NQ, or PQ Wireline System AX, BX, or NX Double Tube Barrel Core Recovery – Percent No Sample Recovered, classification based on action of drilling, equipment and/or material noted in drilling fluid or on sampling bit. No Measurement Recorded, primarily due to presence of drilling or coring fluid. Water Level Symbol

SYMBOL MC OC DD LL, PL

DEFINITION Moisture Content - % of Dry Wt. – ASTM D 2216 Organic Content - % of Dry Wt. – ASTM D 2974 Dry Density – Pounds Per Cubic Foot Liquid and Plastic Limit – ASTM D 4318

Additional Insertions Qu Qp Ts G SL OC SP PS FS pH SC CC C* Qc* D.S.* K* D* DH* MA* R E* PM* VS* IR* RQD

Unconfined Comp. Strength-psf – ASTM D 2166 Penetrometer Reading – Tons/Square Foot Torvane Reading – Tons/Square Foot Specific Gravity – ASTM D 854 Shrinkage Limits – ASTM D 427 Organic Content – Combustion Method Swell Pressure - Tons/Square Foot Percent Swell Free Swell – Percent Hydrogen Ion Content. Meter Method Sulfate Content – Parts/ Million, same as mg/L Chloride Content - Parts/ Million, same as mg/L One Dimensional Consolidation – ASTM D 2453 Triaxial Compression Direct Shear – ASTM D 3080 Coefficient of Permeability – cm/sec Dispersion test Double Hydrometer – ASTM D 4221 Particle Size Analysis – ASTM D 422 Laboratory Receptivity, in ohm – cm – ASTM G 57 Pressuremeter Deformation Modulus – TSF Pressuremeter Test Field Vane Shear – ASTM D 2573 Infiltrometer Test – ASTM D 3385 Rock Quality Designation – Percent *See attached data sheet or graph

WATER LEVEL Water levels shown on the boring logs are the levels measured in the borings at the time and under the conditions indicated. In sand, the indicated levels may be considered reliable ground water levels. In clay soil, it may not be possible to determine the ground water level within the normal time required for test borings, except where lenses or layers of more pervious waterbearing soil are present. Even then, an extended period of time may be necessary to reach equilibrium. Therefore, the position of the water level symbol for cohesive or mixed texture soils may not indicate the true level of the ground water table. Perched water refers to water above an impervious layer, thus impeded in reaching the water table. The available water level information is given at the bottom of the log sheet.

DESCRIPTIVE TERMINOLOGY DENSITY

TERM Very Loose Loose Medium Dense Dense Very Dense

“N” VALUE

0-4 4-10

10-30 30-50

Over 50

CONSISTENCY TERM

Very Soft Soft Medium Stiff Stiff Very Stiff Hard

Unconfined Compressive Strength, (tsf)

<0.25 0.25 - 0.49 0.5 - 0.99 1.0 - 1.99 2.0 - 3.99

4.0+

“N” VALUE

0-2 2-4 4-8 8-16

16-30 Over 30

Lamination Layer Lens Varved Dry Moist Wet Water bearing

Up to 1/2” thick stratum 1/2” to 6” thick stratum 1/2” to 6” discontinuous stratum Alternating laminations Powdery, no noticeable water Below saturation Saturated, above liquid limit Pervious soil below water

Standard “N” Penetration: Blows per Foot of a 140 Pound Hammer Falling 30 inches on a 2 inch OD Split Barrel Sampler

RELATIVE GRAVEL PROPORTIONS RELATIVE SIZES CONDITION

Coarse Grained Soils

Fine Grained Soils 15-29% + No. 200 15-29% + No. 200

30% + No. 200 30% + No. 200 30% + No. 200

TERM trace of gravel

with gravel

trace of gravel with gravel

trace of gravel

with gravel gravelly

RANGE 2-14%

15-49%

2-14% 15-29%

2-14%

15-24% 25-49%

Boulder Cobble Gravel

Coarse Fine Sand

Coarse Medium

Fine Silt & Clay

Over 12” 3” - 12”

3/4” - 3” #4 – 3/4”

#4 - #10

#10 - #40 #40- #200

- # 200, Based on Plasticity

Group

Symble

Coarse-Grained Soils Gravels Clean Gravels Less

than 5% fines C

Cu≥ 4 and 1≤ Cc ≤3E GW Well graded gravel

F

More than 50% retained on More than 50% coarse Less than 5% fines C

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

F

No. 200 sieve fraction retained on Gravels with Fines

More than 12% fines C

GM Silty gravel F.G.H.

No. 4 sieve more than 12% fines C GC Clayey gravel

F.G.H.

Sands Clean sands Cu≥ 6 and 1≤ Cc ≤3E SW Well graded sand

I

50% or more of coarse Less than 5% fines D

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

I

fraction passes No. Sands with Fines

More than 12% fines D

SM Silty sand G.H.I

4 sieve more than 12% fines D SC Clayey sand

G.H.I

Fine-Grained Soils Silts and Clays inorganic PI >7 and plots on or above

50% or more passes the Liquid Limit less than 50 " A" line

No. 200 sieve PI<4 or plots below " A "

line

organic OL Organic clay K.L.M.N

Organic Silt K.L.M.O

Silts and Clays inorganic PI plots on or above " A " line CH Fat clay K.L.M

Liquid Limit 50 or more PI plots below " A " line MH Elastic silt K.L.M

Organic OH Organic clay K.L.M.P

Organic Silt K.L.M.Q

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

Fibric Peat > 67% Fibers Hemic Peat 33 % - 67 % Fiberssapric Peat < 33% Fibers

ABased on the material passing the 3-in (75- mm)sieve

E ( D30 )2 J

If Atterberg limits plot in hatched area, soil is a CL_ML

BIf field sample contained cobbles or boulders, or both. add D10 x D60 silty clay

with cobbles or boulders, or both to group name If soil contains 15 to 29% plus No. 200, add, "with sand"

CGravels with 5 to 12 % fines require dual symbols:

FIf soil contains ≥ 15% sand, add "with sand" to group or " with gravel", whichever is predominent

GW - GM well-graded gravel with silt name LIf soil contains ≥ 30% plus No.200, predominantly sand,

GW - GC well-graded gravel with clayG

If fines classify as CL-ML, use dual symbol GC-GM. or add "sandy" to the group name

GP - GM poorly-graded gravel with Silt SC-SM MIf soil contains ≥ 30% plus No.200, predominantly

GP - GC poorly-graded gravel with clayH

If fines are organic, add "with organic fines" to group gravel add "gravelly" to the group name

DSands with 5 to 12 % fines require dual symbols: name. N

PI ≥4 and plots on or above "A" Line

SW -SM well-graded sand with siltI

If soil contains ≥15% gravel, add "with gravel" to O

PI < 4 or plots below "A" Line

SW - SC well-graded sand with clay group name. PPI plots on or above "A" Line

SP - SM poorly-graded sand with SiltQ

PI plots below "A" Line

SP - SC poorly-graded sand with clay

< 0.75

Cc =

Liquid limit - not dried

"A" l

ine

"U" li

ne

Liquid limit - oven dried< 0.75

Liquid limit - not dried

Fines Classify as ML or MH

Fines classify as CL or CH

Lean clay K.L.M

ML Silt K.L.M

Liquid limit - oven dried

CL

SOIL ENGINEERING

Soil ClassificationB

Group NameCriteria for Assigning GroupSymbols and Group Names Using Laboratory Tests A

SOILS CLASSIFICATION FOR ENGINEERING PURPOSES

ASTM Designation: D 2487 - 83

(Based on Unified Soil Classification System)

Fines Classify as ML or MH

Fines classify as CL or CH

"A" l

ine

"U" li

ne

CH OR O

H

CH OR O

H

CL OR O

L

MH OR OH

D60

D10

Geotechnical -Structural- Pavement - Construction Materials

ML or OL

CL OR O

L

Cu=

0

10

20

30

40

50

60

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

PL

AS

TIC

ITY

IN

DE

X (

PI)

LIQUID LIMIT (LL)

47 CL - ML

For classification of fine grained soilsand fine-grained fraction of coarse - grainedSoils.

Equation of "A" - LineHorizontal at PI = 4 to LL=25.5then PI = 0.73 (LL-20)

Equation of "U" - LineVertical at LL = 16 to PI=7then PI = 0.9 (LL-8)

16

0102030405060708090

100

0.0

1

0.11

10

3 2 1 1

/2

1 3/4

3/8

#4

#10

#40

#100

#200

100

80

60

40

20

00

SIEVE NO.SCREEN -in

PARTICLE SIZE IN MILIMETERS

SIEVE ANALYSIS

PE

RC

EN

T P

AS

SIN

G

PE

RC

EN

T R

ET

AIN

ED

D30= 2.5 mm

D10= 0.75 mm

D60 = 15 mm

═15

0.075 ═ 200 Cc =

(D30)2

D60X D10

= 15X 0.075

(2.5) 2

= 5.6

D60 = 15 mm

D60

D10

Cu =

GESTRA Engineering, Inc ASTM D2487-83, Classification.xls


18187-10

APPENDIX II LABORATORY TEST RESULTS

GESTRA Engineering, Inc

191 W. Edgerton Ave

Milwaukee, WI 53207

Phone: (414) 933-7444; Fax: (414) 933-7844

Project Name: Beaver Dam Industrial Park Date:Project Number: 18187-10 Client: Foth Infrastructure and EnvironmentProject Location: Beaver Dam, WIASTM Designation: D4318

Sample InformationType of Sample SSBoring Number B-2Sample Number 2Depth of Sample 2'-3.5'

Determination of Liquid Limit Determination of Plastic LimitD13 B11 L6 Cup Number D6 D7

Weight of Cup (g) 14.44 14.41 14.34 Weight of Cup (g) 7.24 7.2433.16 33.82 33.47 Weight of Wet Soil and Cup (g) 13.17 14.1528.82 29.00 28.57 Weight of Dry Soil and Cup (g) 12.23 13.0030.2 33.0 34.4 Moisture Content (%) 18.8 20.035 24 16

Compilation of Test Results

Liquid Limit 33Plastic Limit 19

Plasticity Index 14USCS Symbol CL

S. Alam R. HaqueGESTRA Engineering, Inc.

Reviewed By:Performed by:

Cup Number

Blow Counts

Atterberg Limits of SoilLaboratory Test Results of

Weight of Wet Soil and Cup (g)

Weight of Dry Soil and Cup (g)

Moisture Content (%)

Friday, July 13, 2018

CLorOL

CHor

OH

MHor

OHCL-ML

MLorOL

PI=7PI=4

0

10

20

30

40

50

60

70

0 10 20 30 40 50 60 70 80 90 100

Pla

stic

ity

Ind

ex

Liquid Limit

Geotechnical-Structural-Pavement-Construction Material


191 W. Edgerton Ave

Milwaukee, WI 53207

Phone: (414) 933-7444; Fax: (414) 933-7844


Sample InformationType of Sample SSBoring Number B-4Sample Number 3Depth of Sample 4.5'-6'

Determination of Liquid Limit Determination of Plastic LimitD7 D15 D21 Cup Number D12 D17







Cup Number

Blow Counts






CLorOL

CHor

OH

MHor

OHCL-ML

MLorOL

PI=7PI=4

0

10

20

30

40

50

60

70

0 10 20 30 40 50 60 70 80 90 100

Pla

stic

ity

Ind

ex

Liquid Limit



191 W. Edgerton Ave

Milwaukee, WI 53207

Phone: (414) 933-7444; Fax: (414) 933-7844

Project Name: Proposed Beaver Dam Ind. Park Date:Project Number: 18187-10 Client: Foth Infrastructure and EnvironmentProject Location: Beaver Dam, WIASTM Designation: D4318

Sample InformationType of Sample Split SpoonBoring Number B-4Sample Number 4Depth of Sample 7'-8.5'

Determination of Liquid Limit Determination of Plastic LimitD13 D11 B11 Cup Number D6 D7




Plasticity Index 4USCS Symbol CL-ML



Cup Number

Blow Counts






CLorOL

CHor

OH

MHor

OHCL-ML

MLorOL

PI=7PI=4

0

10

20

30

40

50

60

70

0 10 20 30 40 50 60 70 80 90 100

Pla

stic

ity

Ind

ex

Liquid Limit



191 W. Edgerton Ave

Milwaukee, WI 53207

Phone: (414) 933-7444; Fax: (414) 933-7844


Sample InformationType of Sample Split SpoonBoring Number B-5Sample Number SS-3 and SS-4 CombinedDepth of Sample 4.5'-8.5'

Determination of Liquid Limit Determination of Plastic LimitD16 L21 D25 Cup Number D3 L31




Plasticity Index 2USCS Symbol ML

B. Bills R. HaqueGESTRA Engineering, Inc.


Cup Number

Blow Counts






CLorOL

CHor

OH

MHor

OHCL-ML

MLorOL

PI=7PI=4

0

10

20

30

40

50

60

70

0 10 20 30 40 50 60 70 80 90 100

Pla

stic

ity

Ind

ex

Liquid Limit



191 W. Edgerton Ave

Milwaukee, WI 53207

Phone: (414) 933-7444; Fax: (414) 933-7844



Determination of Liquid Limit Determination of Plastic LimitD17 D28 B9 Cup Number L20 D13




Plasticity Index 32USCS Symbol CH



Cup Number

Blow Counts





Monday, July 16, 2018

CLorOL

CHor

OH

MHor

OHCL-ML

MLorOL

PI=7PI=4

0

10

20

30

40

50

60

70

0 10 20 30 40 50 60 70 80 90 100

Pla

stic

ity

Ind

ex

Liquid Limit



191 W. Edgerton Ave

Milwaukee, WI 53207

Phone: (414) 933-7444; Fax: (414) 933-7844


Sample InformationType of Sample Split SpoonBoring Number B-9Sample Number 4Depth of Sample 7'-8.5'

Determination of Liquid Limit Determination of Plastic LimitB2 D6 D23 Cup Number D24 D16







Cup Number

Blow Counts






CLorOL

CHor

OH

MHor

OHCL-ML

MLorOL

PI=7PI=4

0

10

20

30

40

50

60

70

0 10 20 30 40 50 60 70 80 90 100

Pla

stic

ity

Ind

ex

Liquid Limit



191 W. Edgerton Ave

Milwaukee, WI 53207

Phone: (414) 933-7444; Fax: (414) 933-7844



Determination of Liquid Limit Determination of Plastic LimitL3 D3 B32 Cup Number L7 T2




Plasticity Index 34USCS Symbol CH



Cup Number

Blow Counts






CLorOL

CHor

OH

MHor

OHCL-ML

MLorOL

PI=7PI=4

0

10

20

30

40

50

60

70

0 10 20 30 40 50 60 70 80 90 100

Pla

stic

ity

Ind

ex

Liquid Limit



191 W. Edgerton Ave

Milwaukee, WI 53207

Phone: (414) 933-7444; Fax: (414) 933-7844

Project Name: Proposed Beaver Dam Ind. Park Date:Project Number: 18187-10 Client: Foth Infrastructure and EnvironmentProject Location: Beaver Dam, WIASTM Designation: D4318

Sample InformationType of Sample Split SpoonBoring Number B-13Sample Number 3Depth of Sample 4.5'-6'

Determination of Liquid Limit Determination of Plastic LimitD25 D6 L13 Cup Number T2 L31





B Bills R. HaqueGESTRA Engineering, Inc.


Cup Number

Blow Counts






CLorOL

CHor

OH

MHor

OHCL-ML

MLorOL

PI=7PI=4

0

10

20

30

40

50

60

70

0 10 20 30 40 50 60 70 80 90 100

Pla

stic

ity

Ind

ex

Liquid Limit


GESTRA Engineering, IncGESTRA Engineering, IncGESTRA Engineering, IncGESTRA Engineering, Inc

191 W. Edgerton Ave

Milwaukee, WI 53207

Phone: (414) 933-7444; Fax: (414) 933-7844

Project Name: Date:

Project Number: Reported To:

Project Location:

ASTM Designation:

Sample InformationType of Sample: SS Sample Number: SS-3 and SS-4 Combined

Mechanical Analysis Data Boring Number: B-5 Depth of Sample: 4.5'-8.5'

2 50.81 1/2 38.1

1 25.43/4 19.05 100.03/8 9.525 89.5#4 4.75 83.9#8 2.36 79.5#10 2 78.3#16 1.18 73.2#30 0.6 67.0#40 0.425 64.4#50 0.3 61.9#100 0.15 55.4#200 0.075 45.1

Moisture Content 7.5 %

Remarks:Gravel 16.1 % Sand 38.8 %Passing #200 Sieve (Silt & Clay) 45.1 %

Performed by: S. Alam GESTRA Engineering, Inc.

Reviewed by:


Percent Passing

(%)

Sieve Opening

(mm)Sieve

Laboratory Test Results ofMechanical Analysis of Soil or Aggregate

C136, D422

Beaver Dam, WI

Proposed Beaver Dam Industrial Park

18187-10

R. Haque

FOTH Infrastructure and Environment

0

10

20

30

40

50

60

70

80

90

1000.010.1110100

Per

cent

Pas

sing

Particle Diameter (mm)

Coarse Fine Coarse Medium Fine(Silt and Clay)Gravel Sand



191 W. Edgerton Ave

Milwaukee, WI 53207

Phone: (414) 933-7444; Fax: (414) 933-7844

Project Name: Date:


Project Location:

ASTM Designation:

Sample InformationType of Sample: Split Spoon Sample Number: SS-3

Mechanical Analysis Data Boring Number: B-6 Depth of Sample: 4.5'-6'

2 50.8 100.01 1/2 38.1 100.0

1 25.4 100.03/4 19.05 100.03/8 9.525 86.2#4 4.75 74.6#8 2.36 66.7#10 2 65.0#16 1.18 59.4#30 0.6 53.9#40 0.425 51.5#50 0.3 49.3#100 0.15 44.1#200 0.075 36.1



Performed by: K. Starr GESTRA Engineering, Inc.

Tuesday, July 10, 2018

Percent Passing

(%)

Sieve Opening

(mm)Sieve


C136, D422

Beaver Dam, WI


18187-10

R. Haque

Foth Infrastructure and Environment

Reviewed by:

0

10

20

30

40

50

60

70

80

90

1000.010.1110100

Per

cent

Pas

sing





191 W. Edgerton Ave

Milwaukee, WI 53207

Phone: (414) 933-7444; Fax: (414) 933-7844

Project Name: Date:


Project Location:

ASTM Designation:



2 50.8 100.01 1/2 38.1 100.0

1 25.4 82.83/4 19.05 79.03/8 9.525 68.8#4 4.75 58.7#8 2.36 51.4#10 2 50.0#16 1.18 45.3#30 0.6 40.7#40 0.425 38.7#50 0.3 36.8#100 0.15 32.4#200 0.075 26.0





Percent Passing

(%)

Sieve Opening

(mm)Sieve


C136, D422

Beaver Dam, WI


18187-10

R. Haque


Reviewed by:

0

10

20

30

40

50

60

70

80

90

1000.010.1110100

Per

cent

Pas

sing





191 W. Edgerton Ave

Milwaukee, WI 53207

Phone: (414) 933-7444; Fax: (414) 933-7844

Project Name: Date:


Project Location:

ASTM Designation:


Mechanical Analysis Data Boring Number: B-11 Depth of Sample: 2'-3.5'

2 50.8 100.01 1/2 38.1 100.0

1 25.4 100.03/4 19.05 100.03/8 9.525 85.6#4 4.75 75.0#8 2.36 66.6#10 2 64.9#16 1.18 59.6#30 0.6 54.2#40 0.425 51.9#50 0.3 49.5#100 0.15 43.2#200 0.075 34.2





Percent Passing

(%)

Sieve Opening

(mm)Sieve


C136, D422

Beaver Dam, WI


18187-10

R. Haque


Reviewed by:

0

10

20

30

40

50

60

70

80

90

1000.010.1110100

Per

cent

Pas

sing





191 W. Edgerton Ave

Milwaukee, WI 53207

Phone: (414) 933-7444; Fax: (414) 933-7844

Project Name: Date:


Project Location:

ASTM Designation:

Sample InformationType of Sample: Split Spoon Sample Number: 7

Mechanical Analysis Data Boring Number: 11B Depth of Sample: 14.5'-16'

2 50.8 100.01 1/2 38.1 100.0

1 25.4 89.93/4 19.05 82.03/8 9.525 66.6#4 4.75 51.3#8 2.36 40.1#10 2 37.5#16 1.18 29.9#30 0.6 22.6#40 0.425 19.5#50 0.3 16.9#100 0.15 12.8#200 0.075 9.3





Percent Passing

(%)

Sieve Opening

(mm)Sieve


C136, D422

Beaver Dam, WI


18187-10

R. Haque


Reviewed by:

0

10

20

30

40

50

60

70

80

90

1000.010.1110100

Per

cent

Pas

sing





191 W. Edgerton Ave

Milwaukee, WI 53207

Phone: (414) 933-7444; Fax: (414) 933-7844

Project Name: Date:


Project Location:

ASTM Designation:



2 50.8 100.01 1/2 38.1 100.0

1 25.4 100.03/4 19.05 100.03/8 9.525 76.7#4 4.75 67.3#8 2.36 61.3#10 2 60.2#16 1.18 55.7#30 0.6 51.3#40 0.425 49.4#50 0.3 47.4#100 0.15 42.0#200 0.075 34.7




Reviewed by:


Percent Passing

(%)

Sieve Opening

(mm)Sieve


C136, D422

Beaver Dam, WI


18187-10

R. Haque


0

10

20

30

40

50

60

70

80

90

1000.010.1110100

Per

cent

Pas

sing





191 W. Edgerton Ave

Milwaukee, WI 53207

Phone: (414) 933-7444; Fax: (414) 933-7844

Project Name: Date:


Project Location:

ASTM Designation:



2 50.8 100.01 1/2 38.1 100.0

1 25.4 100.03/4 19.05 100.03/8 9.525 89.7#4 4.75 80.1#8 2.36 72.3#10 2 70.8#16 1.18 65.6#30 0.6 60.1#40 0.425 57.6#50 0.3 55.0#100 0.15 49.0#200 0.075 40.5





Percent Passing

(%)

Sieve Opening

(mm)Sieve


C136, D422

Beaver Dam, WI


18187-10

R. Haque


Reviewed by:

0

10

20

30

40

50

60

70

80

90

1000.010.1110100

Per

cent

Pas

sing




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