EXECUTIVE SUMMARY Do not rely on this executive summary Rely on the full report

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3 EXECUTIVE SUMMARY We have prepared this executive summary solely to provide a general overview. Do not rely on this executive summary for any purpose except that for which it was prepared. Rely on the full report for information about findings, recommendations, and other concerns. The results of the exploration program indicate generally suitable site conditions for spread footing foundation systems at standard frost depth. However, the existing fill and possible fill encountered in most of the borings presents a concern for the proposed structures. Therefore, some special site preparation will be require and will consist of at least removing all existing fill from below foundations. However, the existing fill could be left in place below floor slabs if it contains less than 5% organics and if a geotechnical engineer, or his representative, documents its suitability during construction. Please see the "Foundation Discussion" and "Foundations" sections of this report for additional details. The results of the exploration program also indicate generally suitable site conditions for pavements. However, the existing fill, possible fill, and frost susceptible soils encountered in the borings present concerns at the site. In RVT's opinion the existing fill can be left in-place below pavements if it contains less than 5% organics and if a geotechnical engineer, or his representative, documents its suitability during construction. If deemed unsuitable for support of the pavement section, then we recommend over-excavating it within 2' of the finished pavement grade, and then replacing it with compacted sub-base fill in accordance with the "Pavements" section of this report. We assume a majority of the frost susceptible soils will remain in place below pavements. Please see the "Pavement Discussion" section of this report for additional details concerning the construction of pavements at the site. A detention pond constructed at this site would not likely require a full clay liner. However, glacial till can contain pockets of sand or silt soil, so a partial liner should be placed if the pond excavation encounters sand or silt soil. Please see the "Embankment/Liner" section of this report for additional details concerning the construction of a detention pond at this site. The "Site Preparation" section of this report contains other recommendations concerning subgrade preparation and the intended construction.

4 TABLE OF CONTENTS N Item Page 1.0 INTRODUCTION PROJECT AREA... 2 Site Location... 2 Topography FIELD EXPLORATION... 3 Drilling and Sampling Procedures... 3 Field Penetration Tests... 3 Field Classification Tests SUBSURFACE CONDITIONS... 4 General... 4 Subsurface Conditions... 5 Water Level Information LABORATORY TESTING PROGRAM ENGINEERING REVIEW... 7 Project Information... 7 Foundation Discussion... 8 Existing Fill and Possible Fill... 9 Soft Soils Summary Foundations Floor Slabs Pavement Discussion Existing Fill and Possible Fill Frost Susceptible Soils Summary Pavements Additional Pavement Recommendations Embankment/Liner CONSTRUCTION CONSIDERATIONS Subgrade Preparation Structural Fill and Backfill Groundwater Control Testing and Observations STANDARD OF CARE... 27

5 APPENDIX Boring Location Sketch Soil Boring Logs Unified Soil Classification System Sketch of Typical Stub Drain Detail Important Information About Your Geotechnical Engineering Report

6 REPORT OF PRELIMINARY GEOTECHNICAL EXPLORATION GULFSTREAM MASTER PLANNING OUTAGAMIE COUNTY REGIONAL AIRPORT GREENVILLE, WISCONSIN RVT N INTRODUCTION This report presents the results of a soil exploration program for the Gulfstream Master Planning Project at the Outagamie County Regional Airport in. In fulfillment of the requested scope of services, River Valley Testing Corp (RVT): 1. Completed eleven (11) standard penetration test soil borings in the vicinity of the proposed construction. Further, we advanced three (3) of the borings to 10', two (2) to 15' and six (6) to 25' below the existing grade. 2. Classified the encountered soils in the borings and prepared boring logs illustrating the soil strata. 3. Performed a limited number of laboratory tests, if we deemed it necessary, to aid in classifying the soils and in estimating their engineering properties. 4. Completed a written report documenting the results of the field and laboratory test programs. The report includes the following: a. Soil boring logs which document the encountered subsurface conditions. b. Our recommendations concerning suitable foundation types and depths, a range of allowable bearing pressures, and suitable pavement sections. c. Construction considerations relative to the subsurface conditions. The purpose of this report was to determine the various soil profile components, the engineering characteristics of the materials encountered, and to provide criteria for use by the design professionals when determining the general suitability of the site for the intended construction and the foundation design plans.

7 Outagamie County Regional Airport Page PROJECT AREA Site Location The site of the proposed construction is located at the Outagamie County Regional Airport in. Specifically, the site is the existing Gulfstream Facilities located to the north and west of Discovery Drive. Topography The general topography throughout the area of the proposed construction consists of a combination of existing hanger and office buildings, parking lots, aprons and roadways, as well as groomed lawn. The site has generally flat terrain that slopes locally downward toward various drainage ditches located throughout the site. The surface elevation at the boring locations ranged from 295.0' at Boring to 301.3' at Boring 11-14, as referenced to the benchmark described in the "Drilling and Sampling Procedures" section of this report. However, because of poor weather conditions at the time we obtained the surface elevations, we could not determine the surface elevation of Boring 3-14, 8-14 and 9-14 because we did not have an escort to allow access to the secured area of the airport.

8 Outagamie County Regional Airport Page FIELD EXPLORATION Drilling and Sampling Procedures Subsurface Exploration Drilling, LLC (SES) advanced the soil borings on November 24 through December 2, 2014, utilizing a combination of truck and ATV mounted rotary drilling rigs along with solid stem drilling techniques (FA). Mr. Greg Douglas of Miron Construction determined the boring locations and depths. RVT personnel staked the boring locations in the field and determined the surface elevations. The "Boring Location Sketch" in the Appendix illustrates the approximate soil boring locations. RVT determined the surface elevation at the boring locations using standard leveling techniques and referenced them to the top of the concrete pad for Electrical Box 11 located to the northwest of existing Parking Area 5. We assumed this temporary benchmark to have an elevation of 300.0'. The "Boring Location Sketch" also shows this temporary benchmark location. Field Penetration Tests The drilling crew obtained field soil samples in accordance with American Society for Testing Materials (ASTM): D1586. Using this procedure, a 140 pound weight falling 30" drives a two inch outside diameter (OD) split barrel sampler into the soil using either a safety type manual hammer (MH) or an automatic hammer (AH). The "Method Section" of the boring logs indicates the hammer type in parentheses. After an initial set of six (6) inches, the standard penetration resistance or N-value describes the number of blows required to drive the sampler an

9 Outagamie County Regional Airport Page 4 additional 12 inches. The N-value provides an index of the relative density of cohesionless soils, or the consistency of cohesive soils. This provides additional information about the relative strength and compressibility characteristics of the subsoil. Field Classification Tests In the field, the drill crew chief visually and manually classified the soil samples in accordance with ASTM: D2488. RVT personnel returned representative samples to the laboratory for further examination and verification of the field classification. The soil boring logs located in the Appendix describe the depth and identification of the various strata, the N-value, the groundwater level information and other pertinent information. 4.0 SUBSURFACE CONDITIONS General The stratification of the soils shown on the boring logs represents the soil conditions in the actual boring locations. Lines of demarcation represent the approximate boundary between the soil types, but the transition may be gradual. It should be pointed out, the subsurface conditions at other times and locations on the site may differ from those found at the test locations. If the contractor encounters different site conditions

10 Outagamie County Regional Airport Page 5 during construction, the design engineer or the contractor should request RVT review the previous report recommendations in relation to the new information. Subsurface Conditions The soil boring logs in the Appendix illustrate the encountered soil and groundwater conditions at the test boring locations. The logs also indicate other pertinent information. The generalized soil profile indicated by the borings included either a 6" to 14" topsoil layer or a 10" to 24" pavement section overlying existing fill and possible fill that extended to a depth of between 4½' and 9½'. Below these near surface layers, the borings encountered mostly glacial till soils that extended to the boring termination depths. One exception to this profile occurred in Boring 1-14, 3-14, 7-14, and 10-14, which did not contain either topsoil or pavement at the surface. The pavement system consisted of either 5" of asphalt or 7" of concrete over 5" to 17" of gravel base course. The existing fill and possible fill consisted of mostly lean clay with varying amounts of sand, gravel and organics. However, Boring 2-14 encountered a strata of silty gravel fill and Boring 4-14 encountered a strata of sand fill. Further, the glacial till consisted of mostly lean clay with sand and varying amounts of gravel, although Boring 8-14 also contained silty sand with gravel glacial till below a depth of 19½'. Standard penetration N-values indicated the clayey existing fill and possible fill had a consistency that varied from soft to rather stiff. In addition, the native clay soils generally had a

11 Outagamie County Regional Airport Page 6 rather stiff to stiff consistency, but it varied from medium to very stiff. Furthermore, the sand and gravel existing fill and possible fill had a loose to very dense relative density, while the native sand soil had an extremely dense relative density. These standard penetration N-values can be found on the boring logs in the column titled "Total (N)." Water Level Information The drillers observed the water levels during drilling and at the completion of the borings. However, only Boring 2-14, 6-14, 7-14, 8-14, and 9-14 contained measurable groundwater. Further, the drillers noted groundwater at a depth of between 12" (Boring 8-14) and 9½' (9-14) below the existing grade during drilling and between 4' (7-14) and 15' (9-14) at the completion of each boring. Because the borings encountered mostly poorly draining soils, in our opinion the depth of observed groundwater, or lack of observed groundwater, may not be a reasonable indication of a static groundwater level at the time of drilling. Furthermore, the variable observed depths to groundwater and the occasional zones of wet soil may indicate the presence of "perched" groundwater conditions. In addition, groundwater levels can fluctuate with time due to seasonal variations in precipitation, lateral drainage conditions, and from location to location. The time of year and the weather history during the advancement of the boring should be considered when estimating groundwater levels at other points in time.

12 Outagamie County Regional Airport Page LABORATORY TESTING PROGRAM In addition to the subsurface exploration, a Geotechnical Engineer visually and manually classified the soil samples in the laboratory in accordance with the Unified Soil Classification System (USCS). A description of the USCS can be found in the Appendix of this report. The classification included the major and minor soil type, grain size, color, moisture content, and relative density. The square bracketed text noted below the soil description on the boring logs designates the probable geologic origin. In addition, we performed laboratory tests to determine in-situ moisture content (W) and organic content (%Org). The results of these tests are located on the boring logs adjacent to the number of the tested sample. Further, SES obtained calibrated spring penetrometer readings, P q, for many of the clayey samples. The P q test results can be found on the boring logs in the unconfined compressive strength (Q u ) column. 6.0 ENGINEERING REVIEW Project Information The following information represents RVT's understanding of the proposed construction. It comprises an important part of our engineering review. If changes occur in the nature, design, grades, or locations of the proposed construction after completion of this report, the conclusions and recommendations in this report should not be considered valid unless we review the changes.

13 Outagamie County Regional Airport Page 8 RVT understands the current phase of the Gulfstream Master Plan could include construction of a 55' tall hangar with an attached two story office building. Both of the structures will have slabs on grade. Furthermore, the hangar will have a steel frame with independent columns and the office building will have load bearing precast walls. We also understand the finished floor elevation of the structures will be within 3' of the existing grade. Because no conceptual planning has yet occurred for this future project, potential design loadings were unknown at the time of this report. If the borings encounter subsurface conditions that might be detrimental to the support of the proposed future structures, RVT has assumed owners will have an acceptable risk level if the detrimental material remains in place. With this in mind, this report assumes the owners would only be willing to accept a low risk for foundation and floor slab settlement in excess of 1" and ½", respectively. In addition, we assume the owner would be willing to accept a moderate risk for reduced pavement performance. If these assumptions concerning the owner's acceptable risk level are incorrect, we should be immediately contacted so we can review our recommendations in light of the changed acceptable risk level. Foundation Discussion The results of Boring 7-14 through in this exploration program indicate generally suitable site conditions for spread footing foundation systems at standard frost depth. The following

14 Outagamie County Regional Airport Page 9 paragraphs describe in detail the concerns at the site for the support of shallow foundations and floor slabs. These concerns include existing fill, possible fill, and soft soil encountered in some of the borings. Existing Fill and Possible Fill The presence of existing fill and possible fill soil encountered in most of the borings for the structures provides one concern for the support of foundations and floor slabs. This material extended as deep as 6½' (Boring 10-14) below the existing grade. For the possible fill, in the absence of deleterious materials, it is often difficult to distinguish between a clean fill and native soils. However, the owner should be aware of the risk for total and/or differential settlement in excess of 1" associated with constructing foundations and floor slabs on undocumented fill. Undocumented fill has a risk for higher settlement because of potential variations in the density of this material. The risk also increases where the undocumented fill contains more than 5% organics. Organic content tests indicated some of the encountered existing fill has between 5.0% and 6.6% organics. Based primarily on the Standard Penetration N-values, in our opinion the risk of total and/or differential settlement in excess of 1" for foundations associated with the existing fill at this site would generally be moderate to high. In addition, the risk for settlement in excess of ½" would generally be moderate for floor slabs placed on the existing fill. However, the risk for excessive floor slab settlement would be reduced to very low provided observations by a geotechnical

15 Outagamie County Regional Airport Page 10 engineer or his representative during construction indicate it contains less than 5% organics and it has suitable strength. If the owner cannot accept these risks, then RVT recommends removing all encountered existing fill from below foundations and from within 2' of floor slabs. The overexcavated material should then be replaced with a compacted structural fill in accordance with the "Structural Fill and Backfill" section of this report. Soft Soils The soft (N < 5 blows per foot [bpf]) possible fill soil encountered near the surface in Boring 7-14 provides another concern for the support of interior foundations and floor slabs. The owner should be aware that soft soil is highly compressible, would be subject to general shear failure at very light loadings, and has a very high susceptibility to disturbance by construction activity. Because of these factors, foundations bearing above the soft soil layer would have a high risk that settlement could exceed 1". Because we anticipate the owner cannot accept this risk for total settlement in excess of 1", we recommend over-excavating the soft soils from below foundations and from within 2' of floor slabs, and then replacing it with compacted structural fill in accordance with the "Structural Fill and Backfill" section of this report.

16 Outagamie County Regional Airport Page 11 Summary Based on our assumption of the owner's acceptable risk level, as outlined in the "Project Information" section of this report, we recommend the following: 1. Over-excavate all encountered existing fill from below the foundations. This includes shallow interior footings placed directly below floor slabs. 2. Existing fill could be left in place below floor slabs if a geotechnical engineer or his representative documents during construction that it does not contain more than 5% organics and that it has suitable strength. Where observations indicate a high amount of organics or unsuitable strength, remove as much as 2' of the existing fill from below the slab and replace with compacted structural fill. 3. If field observations indicate the possible fill is native, not undocumented fill, then it could be left in place below the foundations and floor slabs providing it has suitable strength. 4. Over-excavate all encountered soft soil, whether existing fill or native soil, from below both foundations and floor slabs. 5. Replace all over-excavated material with structural fill as recommended in the "Structural Fill and Backfill" section of this report. RVT wishes to note, footing excavations subcut below the footing elevation should be oversized one foot horizontally in each direction for every foot of structural fill placed below the foundation. In addition, we strongly recommend RVT document the material exposed in the excavations does not exhibit obvious characteristics that would adversely affect the performance of the foundation system.

17 Outagamie County Regional Airport Page 12 Foundations In RVT's opinion, the structures included in the Gulfstream Master Plan could be suitably supported by a conventional spread footing foundation system. Based primarily on the standard penetration N-values, net allowable soil bearing pressures ranging from 1,500 psf to 4,000 psf may be possible at the site. The lower value would be suitable for the medium (N 5 bpf) soil encountered in the area of Boring 7-14, while the highest would be suitable for the rather stiff (N 12 bpf) soil found in the areas of Boring 8-14 and For preliminary project feasibility considerations, and assuming some over-excavation and replacement with structural fill would be acceptable, we recommend utilizing a net allowable bearing pressure of 3,000 psf for foundations placed on the medium (N 9 bpf) native soil. However, using this value, the owner should be aware that areas having N-values less than 9 bpf may require over-excavation of soils with unsuitable strength and replacement of it with compacted structural fill. Regardless of the utilized bearing pressure, we recommend a minimum footing width of 18" for continuous spread footings and a minimum footing size of 24" x 24" for isolated column pads. Since the intent of this exploration only included determining the general suitability of the site for the intended construction, we recommend performing additional borings to provide specific recommendations for the actual building locations.

18 Outagamie County Regional Airport Page 13 If properly proportioned, footings could be designed to have a theoretical factor of safety against general shear failure of at least three. However, total and differential settlements cannot be estimated until actual loading conditions are available. Exterior footings should be placed at a minimum depth of 4' below finished exterior grades to protect them from potential frost effects. Interior footings should extend to the N 9 bpf (for the 3,000 psf bearing pressure option) native soil. As an alternative, interior footings could be placed at any convenient depth below the floor slab on a structural fill, which extends to the native soil. However, the minimum footing depth should be increased to 5½' for footings and foundations in any poorly heated or unheated areas. Floor Slabs In RVT's opinion, the floor slab system can be placed on the native non-organic soil, on approved existing fill, As noted in the "Foundation Discussion" section of this report, RVT recommends removing all soft soil from within 2' of all "at-grade" floor slabs. Documenting soft soils below floor slabs can be accomplished by a variety of means including proof-rolling, subgrade observations, or observation of construction traffic in the floor areas. Based primarily on the results of the standard penetration tests, and historical testing of similar soils, in RVT's opinion, a Modulus of Subgrade Reaction value, k, of between 125 psi/in and 175 psi/in could be used for designing floor slabs at the site. However, a specific value cannot be recommended until specific project information is available.

19 Outagamie County Regional Airport Page 14 Where the exposed subgrade consists of clay or silt soils, we recommend placement of at least 6" of trimmable, compactable granular fill (such as manufactured sand or ¾" crushed limestone base course) having a gradation as outlined in the table below. This material would provide a leveling/blotter layer, a capillary break beneath the floor, and a drainage path away from the floor in excessively wet soil conditions. Recommended Floor Slab Drainage Fill Gradation Sieve Size Percent Material Passing Sieve Size 1" 100 # # #200 Less than 10 In addition, we recommend utilizing a vapor retarder under any slab-on-grade where water vapor passage would be undesirable, such as where floors will be covered by wood, tile, carpet, or impermeable coatings. In RVT's opinion, the preferred configuration follows ACI Section 3.2 guidelines for placement of the vapor retarder and granular fill leveling/blotter layer. However, our experience indicates other configurations will provide equivalent vapor retarding properties. For example, a vapor retarder can be placed in direct contact with the slab if the owner is aware of, and takes precautions for, the increased risk of slab curling.

20 Outagamie County Regional Airport Page 15 Pavement Discussion In general, pavements derive their strength from the characteristics of the subgrade soils, the subbase fill and the base course, and the concrete or bituminous upper layer and lower layer mixtures. In the design of the pavement, the total pavement thickness typically includes the concrete or bituminous mixtures, base course, and sub-base fill. Based on the results of Boring 1-14 through 4-14 and 6-14, the site has generally favorable conditions for the proposed construction. However, the existing fill, possible fill and frost susceptible soil encountered in the borings present concerns for the pavement performance. Existing Fill and Possible Fill The existing fill and possible fill encountered in all of the pavement borings, which extended as deep as 9½' (Boring 2-14) below existing grade, provides one concern for the performance of the pavement system. For the possible fill, in the absence of deleterious materials, it is often difficult to distinguish between a clean fill and native soils. However, the owner should be aware of the increased risk for a reduced pavement performance associated with constructing pavements on undocumented fill. The risk exists because undocumented fill has a higher potential for variable density. In addition, this risk tends to increase with the presence of organic soils (more than 5% organics) within 5' of the surface. Further, because of natural soil variability, every construction site has at least a very low risk for a reduced pavement performance. The risk also increases where the undocumented fill contains more than 5%

21 Outagamie County Regional Airport Page 16 organics. Organic content tests indicated some of the encountered existing fill has between 5.0% and 6.6% organics. Based on the Standard Penetration N-values, in RVT's opinion, the risk for reduced pavement performance associated with the existing fill at this site would be low to moderate. However, the risk associated with the possible fill could be reduced to a very low risk if it is native soil, not undocumented fill, and proof-rolling observations do not indicate rutting or deflection greater than 1". In addition, the risk would also be very low for encountered existing fill if it contains less than 5% organics and proof-rolling observations do not indicate rutting or deflection greater than 1". If the owner cannot accept these risks, then RVT recommends removing all encountered existing fill from within 2' of the finished pavement grade and replacing it with compacted sub-base fill in accordance with the "Pavements" section of this report. Frost Susceptible Soils The frost susceptible soils encountered in the borings provide another concern for the pavement system. RVT wishes to note, a risk for reduced pavement performance exists with the construction of pavements on frost susceptible soil. The reduced pavement performance may occur because of potential detrimental frost heaving and spring thaw weakening. The risk associated with frost susceptible soils can be reduced by removal of all frost susceptible soils within 3' of the finished pavement grade. In our opinion, the risk at this site related to the frost

22 Outagamie County Regional Airport Page 17 susceptible soils would generally be moderate, but would be very high where the exposed subgrade soils consist of very silty sand (more than 35% fines) soil. Summary Based on our assumption of the owner's acceptable risk level (as outlined in the "Project Information" section of this report), we recommend the following: 1. Existing fill could be left in place below pavements if it does not contain more than 5% organics and proof-rolling indicates no ruts or deflections greater than 1". Where proofrolling indicates ruts or deflections greater than 1", remove as much as 2' of the existing fill from below the pavement. 2. All over-excavated material should be replaced with compacted sub-base fill as noted in the "Pavements" section of this report. 3. We assume a majority of the frost susceptible soils will remain in place below pavements. However, consideration should be given to removing the highly frost susceptible silty clay, very silty sand, and silt soils from within 3' of the finished pavement grade. Pavements After completion of the subgrade preparation, the finished subgrade should be thoroughly compacted and proof rolled with heavy construction equipment. Areas where proof rolling encounters yielding or rutting in excess of 1" should be over-excavated and replaced with a sub-base fill as specified below.

23 Outagamie County Regional Airport Page 18 Sub-base fill used to achieve final grades should consist of relatively clean sand, or gravel base course, with 100% passing the 3" sieve and less than 15% passing the #200 sieve. Compaction tests should be completed on fill exceeding 2' in depth. Fill should be placed in 8" maximum loose lifts and compacted to at least 95% of ASTM D1557 (Modified Proctor). Based on the subgrade soil conditions encountered in the borings, our recommended subgrade preparation, and assumed loading conditions, we recommend the following pavement sections: Construction Material Passenger Vehicle Parking and Low Traffic Areas Heavy Truck Parking and High Traffic Areas Airplane Taxiway Areas PCC Concrete Pavement "* Bituminous Upper Layer 1½" 2" Bituminous Lower Layer 1¾" 2" Crushed Aggregate Base 12" 16" 12"* * A thickness reduction of 2" for the PCC Concrete and 4" for the Aggregate base is possible with the addition of a 4" Econocrete layer below the PCC Concrete. The above base course thickness recommendations are somewhat conservative due to the limited traffic loading information available for this report. Additional information concerning anticipated traffic loadings that develops a broader view of site conditions has often allowed us to recommend a thinner base course thickness.

24 Outagamie County Regional Airport Page 19 The crushed aggregate base course should meet Section 305 of the WDOT Standard Specifications for Road and Bridge Construction and the gradation should meet the "1¼-inch" specification. The gradation of the bituminous lower layer and upper layer should meet the 12.5 mm mix gradation. These pavement sections are based on an assumed daily Equivalent Single Axle Loading (ESAL) of 15 for low traffic areas, 45 for high traffic areas, and as many as 5 airplanes per day weighing as much as 107,000 pounds, as well as weather conditions typical of Northeastern Wisconsin, and a 20-year service life prior to rehabilitation. Actual performance life will vary depending on variations in these conditions. Further, we recommend placing concrete pavement in areas where heavy trucks or dumpsters may be parked for extended periods of time, and where dumpsters will be unloaded into a transfer vehicle. This is necessary because rutting of a bituminous surface may occur during warm weather conditions. Also, it is important to design the drive leading up to these areas for high volume to support the anticipated heavy service vehicle loadings. RVT recommends the use of stub drains to limit seepage from collecting in the impervious subgrade which contain clay or silt soils. Further, stub drains would be utilized only in areas containing curb and gutter. Where no curb and gutter is present, the subgrade should be sloped toward the ditches. In the Appendix is a "Sketch of Typical Stub Drain Detail," which applies to catch basins as well as manholes where no catch basin is convenient. Under most circumstances,

25 Outagamie County Regional Airport Page 20 we do not recommend compromising the integrity of manholes by the installation of stub drains. It is preferred to install stub drains at catch basins. In addition, we recommend installing an under drain system wherever the subgrade cannot be sloped at a minimum 2% slope, and where a ditch or curb does not border the pavement. Additional Pavement Recommendations The recommendations made in this report have been based on the subsurface conditions found in the borings. However, other soil conditions not represented by these borings may be encountered during construction. Therefore, we strongly recommend RVT be on site to observe the finished subgrade test rolling and the "borrow" material placement. We also recommend performing a suitable number of density tests on the fill during placement to document compliance with compaction specifications. Embankment/Liner Based on the results of Boring 5-14, in RVT's opinion, after removal of all surficial organic and other unsuitable soil, and proof compaction of the subgrade, reworking of the embankment system that requires raising existing grades can be accomplished by placement of clay liner fill on the native soils. Furthermore, the encountered soil profile in the boring consisted predominantly of lean clay soil. Therefore, in our opinion a full liner would not be necessary for a detention pond constructed in the area of Boring However, glacial till often contain pockets and layers of sandy or silty soil, so a partial liner could become necessary if observations

26 Outagamie County Regional Airport Page 21 during construction uncover sand or silt soil zones. As a minimum, where the exposed native soil consists of suitable clay material, we recommend disking the upper 6" of it and recompacting it as noted below. In the zone of recompacted soil, we recommend screening out all gravel/cobbles larger than 1" in diameter. As required by the Wisconsin Department of Natural Resources (WDNR), embankment/liner fill should consist of a clayey material meeting the following specifications: Embankment Fill Specifications USCS Classification CL or CH % Passing the #200 Sieve Liquid Limit (%) Plasticity Index (%) Recompacted Hydraulic Conductivity (cm/sec) 20 Minimum 25 Average 10 Minimum 12 Average 1 x 10-7 Maximum If the site will be raised around the perimeter of the pond, or if construction encounters sandy or silty soil layers or pockets requiring a partial liner, then the clay embankment and liner fill should be placed in maximum 8" loose lifts, and should be compacted with a sheepsfoot or rubber tired compactor to a minimum 95% of the Modified Proctor (ASTM D1557) density. The minimum compaction level could be reduced to 90% of the Modified Proctor density when using the clay fill only as a liner. Prior to compaction, the moisture content of the fill should be no

27 Outagamie County Regional Airport Page 22 more than 3% above the optimum Modified Proctor moisture content for embankment fill. For clay liner fill only, the moisture content should be no more than 5% above the optimum moisture content. When placing liner material in partially lined areas, we recommend extending the liner over the adjacent clay soils a minimum of 2' to reduce the potential for leakage around the edge of the liner. Further, the clay liner fill, once placed, should be protected from desiccation caused by drying of the clay soils. These desiccation cracks elevate the risk for a breach of the pond liner, which would cause excessive water loss. Based primarily on a visual review of the collected samples, in our opinion, the native lean clay soil (USCS classification "CL") encountered in the borings would likely meet the WDNR specifications for the clay embankment/liner fill. However, we recommend testing all proposed clay liner material prior to use to document that it meets the above noted specifications. Further, most native clay soils will require at least some drying prior to placement and compaction because they are likely more than 5% above the optimum moisture content. When sizing constructed embankments for bearing failure considerations, embankments constructed on the medium (N 9 bpf) native soil could be proportioned for a net allowable bearing pressure of 3,000 psf, which assumes a factor of safety of at least 3. However, we cannot estimate the potential magnitude of total and differential settlement until additional project information becomes available.

28 Outagamie County Regional Airport Page 23 If construction will occur during the winter months, we wish to note that excessive settlement may occur if the contractor incorporates frozen material in the embankment fill. Therefore, we recommend wasting any material which freezes prior to compaction. 7.0 CONSTRUCTION CONSIDERATIONS Subgrade Preparation Based on the limited number of soil borings conducted for this exploration, RVT anticipates some areas of the site would require a moderate amount of special subgrade preparation prior to placement of building components for structures with conventional spread footing foundations. This special preparation should include the removal of all existing fill and soft soils from below the foundations and at least all soft soil from within 2' of the floor slabs. However, we also recommend removing all encountered existing fill from within 2' of the floor slabs if it contains more than 5% organics. In addition, we recommend removal of all soft soils within 2' of the finished pavement grade. All over-excavated material should be replaced with structural fill that has been placed and compacted as recommended within this report. For the general site preparation, we recommend removing topsoil and other encountered near surface soils having more than 5% organics from below the foundations, floor slabs, and pavements.

29 Outagamie County Regional Airport Page 24 After the initial site preparation, we recommend a geotechnical engineer or his representative observe the exposed subgrade soil in the "at-grade" floor slab areas to document that it has suitable strength for support of the slab. In addition, we recommend all pavement areas be proof-rolled with a large vibratory roller in areas with sandy soils and a loaded tandem axle dump truck in areas with clayey and silty soils. Soft subgrade areas, which RVT observes to exhibit rutting or deflections greater than 1" during proof-rolling, should be over-excavated and replaced with structural fill in accordance with the "Structural Fill and Backfill" section of this report. The likelihood that a geotechnical engineer will observe unsuitable soil for floor slab support or that proof-rolling will cause rutting or deflections greater than 1" increases significantly where the soils have N-values less than 10 bpf. Therefore, we anticipate recompaction and/or replacement of softer soils will be required in several areas of the site. The silty and clayey soils at this site have a high susceptibility to strength loss when wet or when disturbed by construction activity. Therefore, we recommend maintaining site drainage away from excavations to minimize the amount of water entering or ponding in the excavations. Saturated or disturbed soil should be removed and replaced with structural fill in accordance with the "Structural Fill and Backfill" section of this report. Where excavations extend deeper than 5', we recommend maintaining excavation side slopes at a ratio no steeper than 1½' horizontal to 1' vertical. In addition, we wish to note that other OSHA requirements concerning excavation bracing may apply.

30 Outagamie County Regional Airport Page 25 Structural Fill and Backfill Where excavations extend below the bottom of foundation elevations, the excavation must be oversized one foot laterally in each direction for every foot of fill placed below the foundation bottom. Structural fill used in obtaining the desired footing grades, or general fill under floor slabs, should consist of a predominantly sand material, or gravel base course, with 100% passing the 3" sieve, % passing the #4 sieve, and less than 15% passing the #200 sieve. All structural fill materials should be placed in lifts not to exceed 8" and should be compacted to at least 95% Modified Proctor (ASTM: D1557) density. Nonstructural backfill placed around the exterior of the footings in unpaved areas, should be compacted to at least 90% Modified Proctor density. In our opinion, none of the soils encountered in the borings would likely meet RVT's recommended gradation for structural fill. Groundwater Control Based on the depth to groundwater encountered in the borings, we do not anticipate that excavations will extend below the static groundwater level. However, seasonal variations in precipitation and site drainage conditions can cause the accumulation of free water in the upper soils. Therefore, in our opinion groundwater seepage into the excavations should be suitably controlled using sump pumps and pits.

31 Outagamie County Regional Airport Page 26 Please note, at least a very low risk will always exist that the site would require a more substantial dewatering system (such as a temporary well point system). Therefore, RVT wishes to emphasize that lowering the static groundwater level can have detrimental effects on nearby structures. With this in mind, RVT recommends any dewatering schemes be reviewed by a contractor who specializes in this type of work prior to its implementation. Testing and Observations Because the intent of this exploration was mainly to explore the suitability of the site for the intended construction, we recommend the owner commission a comprehensive, structure specific exploration program after determining the building locations. In addition, the borings encountered existing fill, possible fill, and soft soils, so we strongly recommend the owner retain RVT to observe the completed excavations before placement of structural fill and foundations. This will provide the necessary documentation of the complete removal of all unsuitable soil. RVT should also document the soils encountered in the excavations have similar characteristics as those noted in the soil boring. Density tests should be taken during fill placement to document the achievement of our recommended compaction.

32 Outagamie County Regional Airport Page STANDARD OF CARE The recommendations contained in this report represent RVT's opinions arrived at in a manner consistent with that level of care and skill ordinarily exercised by members of the profession currently practicing in the same locality under similar conditions. No other representation, expressed or implied, and no warranty or guarantee is included or intended in this report. This report prepared by, RIVER VALLEY TESTING CORP. Alex E. Barker, P.E. President/Principal Geotechnical Engineer AEB/aeb

33 APPENDIX Boring Location Sketch Soil Boring Logs Unified Soil Classification System Sketch of Typical Stub Drain Detail Important Information About Your Geotechnical Engineering Report

34 RVT Legend Soil Boring Location Temporary Bench Mark: Top of Electrical Box 11 Pad - Assumed Elevation = 300.0' Project: Boring Location Sketch Gulfstream Master Planning Outagamie County Regional Airport RVT File No: N RIVER VALLEY TESTING CORP Breezewood Lane, Suite 102 Neenah, WI 54956

35 Appleton Green Bay Madison Wisconsin Project: Location: PROPOSED GULFSTREAM MASTER PLANNING GREENVILLE, WISCONSIN Geotechnical, Environmental, and Construction Consulting TEST BORING LOG RVT File No: N Page: 1 of 1 Surface Elev: 300.3' Scale: 1" = 5' Boring No: 1-14 GENERAL NOTES Drilling Method: Sampling Method: Water Level Symbol: Laboratory Test Symbols: HSA = Hollow Stem Auger FA = Flight Auger DM = Drilling Mud _X = AX, BX, or NX Coring WLD = Water Level During Drilling WLA = Water Level After Drilling WL = Water Level At 24 Hours WL = Water Level At Hours SS = Split Spoon 3T = 3" Shelby Tube F = Flight Auger Sample B = Bag Sample P = Test Pit Sample CR = Core Recovery NSR = No Sample Recovery MH = Manual SPT Hammer AH = Auto SPT Hammer DRILLING NOTES Started: Completed: Driller: Method: Depth (ft) /25/14 11/25/14 SES 6" FA 0' to 8' (AH) LL/PL = Liquid Limit/Plastic Limit P200 = Percent Passing #200 Sieve MA* = Mechanical Analysis Qu = Unconfined Compressive Str Pq = Hand Penetrometer Reading DD = Dry Density W = Moisture Content (by Weight) RQD = Rock Quality Designation * = See attached graph Blow Counts Water Sample Laboratory Tests 0/6 6/12 Total Field Classification and Remarks Level Information No. Type W DD LL Qu (N) Note: [ ] Indicates Possible Geologic Origin (%) (pcf) PL (psf) 8 6 FILL, a mixture of Sandy Lean Clay and Organic No WLD Clay, with Gravel, brown, greyish brown and grey, No WLA moist, rather stiff (CL, OL) 1 SS = [FILL] SS 15 = LEAN CLAY, with Sand and Gravel, reddish brown and grey, moist, medium (CL) 3 SS = [GLACIAL TILL] SS = SS = 4.25 End of Boring at 10' Other %ORG =6.2% 401 (10/01) WinLog v Copyright (c) 2014 River Valley Testing Corp

36 Appleton Green Bay Madison Wisconsin Project: Location: PROPOSED GULFSTREAM MASTER PLANNING GREENVILLE, WISCONSIN Geotechnical, Environmental, and Construction Consulting TEST BORING LOG RVT File No: N Page: 1 of 1 Surface Elev: 299.7' Scale: 1" = 5' Boring No: 2-14 GENERAL NOTES Drilling Method: Sampling Method: Water Level Symbol: Laboratory Test Symbols: HSA = Hollow Stem Auger FA = Flight Auger DM = Drilling Mud _X = AX, BX, or NX Coring WLD = Water Level During Drilling WLA = Water Level After Drilling WL = Water Level At 24 Hours WL = Water Level At Hours SS = Split Spoon 3T = 3" Shelby Tube F = Flight Auger Sample B = Bag Sample P = Test Pit Sample CR = Core Recovery NSR = No Sample Recovery MH = Manual SPT Hammer AH = Auto SPT Hammer DRILLING NOTES Started: Completed: Driller: Method: Depth (ft) 12" 11/25/14 11/25/14 SES 6" FA 0' to 8' (AH) Blow Counts 0/6 6/12 Total (N) Field Classification and Remarks Note: [ ] Indicates Possible Geologic Origin Water Level Information " ASPHALT PAVEMENT 7" BASE COURSE 1 SS 4 4 FILL, a mixture of Sandy Lean Clay, with a little Gravel and Organic Clay, brown and dark greyish brown, moist, rather stiff to medium (CL, OL) 2 SS [FILL] SS 6 12 SILTY GRAVEL, with Sand, brown and light grey, WLA WLD [POSSIBLE FILL] moist to water bearing, dense to very dense (GM) 4 SS LEAN CLAY, with Sand and Gravel, reddish 5 SS brown and grey, moist, very stiff (CL) [GLACIAL TILL] End of Boring at 10' LL/PL = Liquid Limit/Plastic Limit P200 = Percent Passing #200 Sieve MA* = Mechanical Analysis Qu = Unconfined Compressive Str Pq = Hand Penetrometer Reading DD = Dry Density W = Moisture Content (by Weight) RQD = Rock Quality Designation * = See attached graph Sample Laboratory Tests No. Type W DD LL Qu (%) (pcf) PL (psf) = 2.5 = 2.25 = 2.5 = 2.5 Other %ORG =5.8% 401 (10/01) WinLog v Copyright (c) 2014 River Valley Testing Corp

37 Appleton Green Bay Madison Wisconsin Project: Location: PROPOSED GULFSTREAM MASTER PLANNING GREENVILLE, WISCONSIN Geotechnical, Environmental, and Construction Consulting TEST BORING LOG RVT File No: N Page: 1 of 1 Surface Elev: Not Det'n Scale: 1" = 5' Boring No: 3-14 GENERAL NOTES Drilling Method: Sampling Method: Water Level Symbol: Laboratory Test Symbols: HSA = Hollow Stem Auger FA = Flight Auger DM = Drilling Mud _X = AX, BX, or NX Coring WLD = Water Level During Drilling WLA = Water Level After Drilling WL = Water Level At 24 Hours WL = Water Level At Hours SS = Split Spoon 3T = 3" Shelby Tube F = Flight Auger Sample B = Bag Sample P = Test Pit Sample CR = Core Recovery NSR = No Sample Recovery MH = Manual SPT Hammer AH = Auto SPT Hammer DRILLING NOTES Started: Completed: Driller: Method: Depth (ft) /24/14 11/24/14 SES 6" FA 0' to 8' (AH) LL/PL = Liquid Limit/Plastic Limit P200 = Percent Passing #200 Sieve MA* = Mechanical Analysis Qu = Unconfined Compressive Str Pq = Hand Penetrometer Reading DD = Dry Density W = Moisture Content (by Weight) RQD = Rock Quality Designation * = See attached graph Blow Counts Water Sample Laboratory Tests 0/6 6/12 Total Field Classification and Remarks Level Information No. Type W DD LL Qu (N) Note: [ ] Indicates Possible Geologic Origin (%) (pcf) PL (psf) 2 5 FILL, mostly Sandy Lean Clay, reddish brown and No WLD yellowish brown, moist, rather stiff (CL) No WLA [FILL] 1 SS = SANDY LEAN CLAY, with Gravel, reddish brown, yellowish brown, and light grey, moist, medium 2 SS = 1.75 (CL) 3 4 [POSSIBLE FILL] LEAN CLAY, with Sand and Gravel, reddish 3 SS = brown and light grey, moist, rather stiff to very stiff to stiff (CL) SS = [GLACIAL TILL] SS = 4.5+ End of Boring at 10' Other 401 (10/01) WinLog v Copyright (c) 2014 River Valley Testing Corp

38 Appleton Green Bay Madison Wisconsin Project: Location: PROPOSED GULFSTREAM MASTER PLANNING GREENVILLE, WISCONSIN Geotechnical, Environmental, and Construction Consulting TEST BORING LOG RVT File No: N Page: 1 of 1 Surface Elev: 295.8' Scale: 1" = 5' Boring No: 4-14 GENERAL NOTES Drilling Method: Sampling Method: Water Level Symbol: Laboratory Test Symbols: HSA = Hollow Stem Auger FA = Flight Auger DM = Drilling Mud _X = AX, BX, or NX Coring WLD = Water Level During Drilling WLA = Water Level After Drilling WL = Water Level At 24 Hours WL = Water Level At Hours SS = Split Spoon 3T = 3" Shelby Tube F = Flight Auger Sample B = Bag Sample P = Test Pit Sample CR = Core Recovery NSR = No Sample Recovery MH = Manual SPT Hammer AH = Auto SPT Hammer DRILLING NOTES Started: Completed: Driller: Method: 11/26/14 11/26/14 SES 6" FA 0' to 13 1/2' (AH) LL/PL = Liquid Limit/Plastic Limit P200 = Percent Passing #200 Sieve MA* = Mechanical Analysis Qu = Unconfined Compressive Str Pq = Hand Penetrometer Reading DD = Dry Density W = Moisture Content (by Weight) RQD = Rock Quality Designation * = See attached graph Blow Counts Water Sample Laboratory Tests Depth 0/6 6/12 Total Field Classification and Remarks Level Information No. Type W DD LL Qu (ft) (N) Note: [ ] Indicates Possible Geologic Origin (%) (pcf) PL (psf) 6" 3 3 LEAN CLAY and ORGANIC CLAY, brown and No WLD dark greyish brown, moist, medium (CL, OL) No WLA [TOPSOIL] 1 SS FILL, mostly Silty Sand, with Gravel, brown and grey, moist, loose (SM) 2 SS 32 = 1.75 [FILL] FILL, a mixture of Lean Clay with Sand and Organic Clay, greyish brown and grey, moist, 3 SS = medium (CL, OL) [FILL] SS = 4.5+ LEAN CLAY, with Sand and Gravel, reddish 8 brown and light grey, moist, rather stiff to stiff (CL) SS [GLACIAL TILL] = LEAN CLAY, with Sand and Gravel, brown and grey, moist, stiff (CL) SS 8 [GLACIAL TILL] SS End of Boring at 15' = 4.25 = 4.5+ Other %ORG =6.0% 401 (10/01) WinLog v Copyright (c) 2014 River Valley Testing Corp

39 Appleton Green Bay Madison Wisconsin Project: Location: PROPOSED GULFSTREAM MASTER PLANNING GREENVILLE, WISCONSIN Geotechnical, Environmental, and Construction Consulting TEST BORING LOG RVT File No: N Page: 1 of 1 Surface Elev: 295.5' Scale: 1" = 5' Boring No: 5-14 GENERAL NOTES Drilling Method: Sampling Method: Water Level Symbol: Laboratory Test Symbols: HSA = Hollow Stem Auger FA = Flight Auger DM = Drilling Mud _X = AX, BX, or NX Coring WLD = Water Level During Drilling WLA = Water Level After Drilling WL = Water Level At 24 Hours WL = Water Level At Hours SS = Split Spoon 3T = 3" Shelby Tube F = Flight Auger Sample B = Bag Sample P = Test Pit Sample CR = Core Recovery NSR = No Sample Recovery MH = Manual SPT Hammer AH = Auto SPT Hammer DRILLING NOTES Started: Completed: Driller: Method: Depth (ft) 14" 11/26/14 11/26/14 SES 6" FA 0' to 13 1/2' (AH) LL/PL = Liquid Limit/Plastic Limit P200 = Percent Passing #200 Sieve MA* = Mechanical Analysis Qu = Unconfined Compressive Str Pq = Hand Penetrometer Reading DD = Dry Density W = Moisture Content (by Weight) RQD = Rock Quality Designation * = See attached graph Blow Counts Water Sample Laboratory Tests 0/6 6/12 Total Field Classification and Remarks Level Information No. Type W DD LL Qu (N) Note: [ ] Indicates Possible Geologic Origin (%) (pcf) PL (psf) 2 4 ORGANIC CLAY, dark greyish brown, moist, No WLD medium (OL) No WLA [TOPSOIL] 1 SS 2 2 LEAN CLAY, with Sand and Gravel, reddish brown and light grey, moist, medium to stiff to 3 4 rather stiff (CL) 2 SS = [GLACIAL TILL] 3 SS = SS = SS = 2.0 Other LEAN CLAY, with Sand, brown and grey, moist, 8 14 rather stiff (CL) 6 SS 6 [GLACIAL TILL] SANDY LEAN CLAY, with Gravel, brown and 7 SS grey, moist, stiff (CL) [GLACIAL TILL] End of Boring at 15' = 2.0 = (10/01) WinLog v Copyright (c) 2014 River Valley Testing Corp

40 Appleton Green Bay Madison Wisconsin Project: Location: PROPOSED GULFSTREAM MASTER PLANNING GREENVILLE, WISCONSIN Geotechnical, Environmental, and Construction Consulting TEST BORING LOG RVT File No: N Page: 1 of 1 Surface Elev: 297.2' Scale: 1" = 5' Boring No: 6-14 GENERAL NOTES Drilling Method: Sampling Method: Water Level Symbol: Laboratory Test Symbols: HSA = Hollow Stem Auger FA = Flight Auger DM = Drilling Mud _X = AX, BX, or NX Coring WLD = Water Level During Drilling WLA = Water Level After Drilling WL = Water Level At 24 Hours WL = Water Level At Hours SS = Split Spoon 3T = 3" Shelby Tube F = Flight Auger Sample B = Bag Sample P = Test Pit Sample CR = Core Recovery NSR = No Sample Recovery MH = Manual SPT Hammer AH = Auto SPT Hammer DRILLING NOTES Started: Completed: Driller: Method: Depth (ft) 10" 2 11/26/14 11/26/14 SES 6" FA 0' to 23 1/2' (AH) Blow Counts 0/6 6/12 Total (N) Field Classification and Remarks Note: [ ] Indicates Possible Geologic Origin Water Level Information LEAN CLAY, with Organic Clay, greyish brown and grey, moist, medium (CL) [TOPSOIL] 1 SS 4 6 SANDY LEAN CLAY, reddish brown and light grey, moist, medium (CL) 3" [POSSIBLE FILL] SS LEAN CLAY, with Sand and Gravel, reddish brown and light grey, moist, rather stiff (CL) 3 SS 5 8 [GLACIAL TILL] SS 4 WLD SS LL/PL = Liquid Limit/Plastic Limit P200 = Percent Passing #200 Sieve MA* = Mechanical Analysis Qu = Unconfined Compressive Str Pq = Hand Penetrometer Reading DD = Dry Density W = Moisture Content (by Weight) RQD = Rock Quality Designation * = See attached graph Sample Laboratory Tests No. Type W DD LL Qu (%) (pcf) PL (psf) = 2.5 = 3.25 = 2.5 = 1.75 Other LEAN CLAY, with Sand and Gravel, brown and grey, moist, rather stiff to stiff (CL) SS 5 [GLACIAL TILL] SS = 2.0 = SS = WLA SS End of Boring at 25' = (10/01) WinLog v Copyright (c) 2014 River Valley Testing Corp

41 Appleton Green Bay Madison Wisconsin Project: Location: PROPOSED GULFSTREAM MASTER PLANNING GREENVILLE, WISCONSIN Geotechnical, Environmental, and Construction Consulting TEST BORING LOG RVT File No: N Page: 1 of 1 Surface Elev: 298.2' Scale: 1" = 5' Boring No: 7-14 GENERAL NOTES Drilling Method: Sampling Method: Water Level Symbol: Laboratory Test Symbols: HSA = Hollow Stem Auger FA = Flight Auger DM = Drilling Mud _X = AX, BX, or NX Coring WLD = Water Level During Drilling WLA = Water Level After Drilling WL = Water Level At 24 Hours WL = Water Level At Hours SS = Split Spoon 3T = 3" Shelby Tube F = Flight Auger Sample B = Bag Sample P = Test Pit Sample CR = Core Recovery NSR = No Sample Recovery MH = Manual SPT Hammer AH = Auto SPT Hammer DRILLING NOTES Started: Completed: Driller: Method: Depth (ft) 2 12/1/14 12/1/14 SES 6" FA 0' to 25' (AH) Blow Counts 0/6 6/12 Total (N) Field Classification and Remarks Note: [ ] Indicates Possible Geologic Origin Water Level Information LEAN CLAY, with traces of Organic Clay, brown and dark greyish brown, wet, soft (CL) [POSSIBLE FILL] 1 SS 3 2 LEAN CLAY, with Sand and Gravel, reddish brown and light grey, moist, medium to stiff to 2 SS 4 5 rather stiff (CL) WLD WLA [GLACIAL TILL] 3 SS SS LL/PL = Liquid Limit/Plastic Limit P200 = Percent Passing #200 Sieve MA* = Mechanical Analysis Qu = Unconfined Compressive Str Pq = Hand Penetrometer Reading DD = Dry Density W = Moisture Content (by Weight) RQD = Rock Quality Designation * = See attached graph Sample Laboratory Tests No. Type W DD LL Qu (%) (pcf) PL (psf) = 1.5 = 2.0 = 2.5 Other SS LEAN CLAY, with Sand and Gravel, brown and grey, moist, rather stiff to stiff to rather stiff (CL) [GLACIAL TILL] 6 SS SS = SS = SS End of Boring at 26.5' = (10/01) WinLog v Copyright (c) 2014 River Valley Testing Corp

42 Appleton Green Bay Madison Wisconsin Project: Location: PROPOSED GULFSTREAM MASTER PLANNING GREENVILLE, WISCONSIN Geotechnical, Environmental, and Construction Consulting TEST BORING LOG RVT File No: N Page: 1 of 1 Surface Elev: Not Det'n Scale: 1" = 5' Boring No: 8-14 GENERAL NOTES Drilling Method: Sampling Method: Water Level Symbol: Laboratory Test Symbols: HSA = Hollow Stem Auger FA = Flight Auger DM = Drilling Mud _X = AX, BX, or NX Coring WLD = Water Level During Drilling WLA = Water Level After Drilling WL = Water Level At 24 Hours WL = Water Level At Hours SS = Split Spoon 3T = 3" Shelby Tube F = Flight Auger Sample B = Bag Sample P = Test Pit Sample CR = Core Recovery NSR = No Sample Recovery MH = Manual SPT Hammer AH = Auto SPT Hammer DRILLING NOTES Started: Completed: Driller: Method: 11/24/14 11/24/14 SES 6" FA 0' to 24.3' (AH) LL/PL = Liquid Limit/Plastic Limit P200 = Percent Passing #200 Sieve MA* = Mechanical Analysis Qu = Unconfined Compressive Str Pq = Hand Penetrometer Reading DD = Dry Density W = Moisture Content (by Weight) RQD = Rock Quality Designation * = See attached graph Blow Counts Water Sample Laboratory Tests Depth 0/6 6/12 Total Field Classification and Remarks Level Information No. Type W DD LL Qu (ft) (N) Note: [ ] Indicates Possible Geologic Origin (%) (pcf) PL (psf) 11 7" CONCRETE PAVEMENT No WLA 24" " BASE COURSE, water bearing WLD 2 4 FILL, mostly Lean Clay, with Sand and Organic 1 SS Clay, brown and dark greyish brown, moist, rather stiff (CL) 2 SS = [FILL] LEAN CLAY, with Sand and traces of Organic 3 SS = 3.5 Clay, brown and greyish brown, moist, rather stiff 1 3 (CL) [POSSIBLE FILL] 4 SS LEAN CLAY, with Sand and Silt, reddish brown and yellowish brown, wet, rather stiff (CL) [GLACIAL TILL] 5 SS = LEAN CLAY, with Sand, reddish brown, moist, rather stiff to stiff (CL) [GLACIAL TILL] 6 SS SS = 3.5 = 4.0 Other LEAN CLAY, with seams of Silt, light brownish 8 SS grey and brown, wet, medium (CL) [LACUSTRINE] " " SILTY SAND, with Gravel, brown and light grey, water bearing, extremely dense (SM) [GLACIAL TILL] End of Boring at 24.3' 9 SS = (10/01) WinLog v Copyright (c) 2014 River Valley Testing Corp

43 Appleton Green Bay Madison Wisconsin Project: Location: PROPOSED GULFSTREAM MASTER PLANNING GREENVILLE, WISCONSIN Geotechnical, Environmental, and Construction Consulting TEST BORING LOG RVT File No: N Page: 1 of 1 Surface Elev: Not Det'n Scale: 1" = 5' Boring No: 9-14 GENERAL NOTES Drilling Method: Sampling Method: Water Level Symbol: Laboratory Test Symbols: HSA = Hollow Stem Auger FA = Flight Auger DM = Drilling Mud _X = AX, BX, or NX Coring WLD = Water Level During Drilling WLA = Water Level After Drilling WL = Water Level At 24 Hours WL = Water Level At Hours SS = Split Spoon 3T = 3" Shelby Tube F = Flight Auger Sample B = Bag Sample P = Test Pit Sample CR = Core Recovery NSR = No Sample Recovery MH = Manual SPT Hammer AH = Auto SPT Hammer DRILLING NOTES Started: Completed: Driller: Method: Depth (ft) 11/24/14 11/24/14 SES 6" FA 0' to 23 1/2' (AH) Blow Counts 0/6 6/12 Total (N) Field Classification and Remarks Note: [ ] Indicates Possible Geologic Origin Water Level Information 6" 5 5 SANDY ORGANIC CLAY, dark greyish brown, moist, medium (OL) [TOPSOIL] 1 SS FILL, mostly Lean Clay, with Sand, Gravel, and traces of Organic Clay, brown and grey, moist, 2 SS medium (CL) 2 3 [FILL] 2A SS FILL, mostly Organic Clay, dark greyish brown, 3 SS 2 3 moist, rather stiff (OL) [FILL] SS FILL, a mixture of Lean Clay and Organic Clay, brown and dark greyish brown, moist, medium (CL, OL) [FILL] WLD 5 SS 13.5 LEAN CLAY, with Sand, reddish brown, moist, 3 5 medium to rather stiff (CL) 7 12 [GLACIAL TILL] 6 SS 2 LEAN CLAY, with Sand and Gravel, brown and grey, wet, medium to rather stiff (CL) WLA 7 SS [GLACIAL TILL] LL/PL = Liquid Limit/Plastic Limit P200 = Percent Passing #200 Sieve MA* = Mechanical Analysis Qu = Unconfined Compressive Str Pq = Hand Penetrometer Reading DD = Dry Density W = Moisture Content (by Weight) RQD = Rock Quality Designation * = See attached graph Sample Laboratory Tests No. Type W DD LL Qu (%) (pcf) PL (psf) = 2.25 = 4.5 = 1.5 = 2.0 = 1.75 = 2.75 = 1.25 Other %ORG =6.6% SS = SS End of Boring at 25' = (10/01) WinLog v Copyright (c) 2014 River Valley Testing Corp

44 Appleton Green Bay Madison Wisconsin Project: Location: PROPOSED GULFSTREAM MASTER PLANNING GREENVILLE, WISCONSIN Geotechnical, Environmental, and Construction Consulting TEST BORING LOG RVT File No: N Page: 1 of 1 Surface Elev: 295.1' Scale: 1" = 5' Boring No: GENERAL NOTES Drilling Method: Sampling Method: Water Level Symbol: Laboratory Test Symbols: HSA = Hollow Stem Auger FA = Flight Auger DM = Drilling Mud _X = AX, BX, or NX Coring WLD = Water Level During Drilling WLA = Water Level After Drilling WL = Water Level At 24 Hours WL = Water Level At Hours SS = Split Spoon 3T = 3" Shelby Tube F = Flight Auger Sample B = Bag Sample P = Test Pit Sample CR = Core Recovery NSR = No Sample Recovery MH = Manual SPT Hammer AH = Auto SPT Hammer DRILLING NOTES Started: Completed: Driller: Method: Depth (ft) /2/14 12/2/14 SES 6" FA 0' to 24' (AH) LL/PL = Liquid Limit/Plastic Limit P200 = Percent Passing #200 Sieve MA* = Mechanical Analysis Qu = Unconfined Compressive Str Pq = Hand Penetrometer Reading DD = Dry Density W = Moisture Content (by Weight) RQD = Rock Quality Designation * = See attached graph Blow Counts Water Sample Laboratory Tests 0/6 6/12 Total Field Classification and Remarks Level Information No. Type W DD LL Qu (N) Note: [ ] Indicates Possible Geologic Origin (%) (pcf) PL (psf) 9 4 FILL, mostly Lean Clay, with Sand and Organics, No WLD brown, greyish brown, and dark greyish brown, No WLA moist, rather stiff (CL) 1 SS [FILL] LEAN CLAY, with Sand and Gravel, reddish 2 SS 4 5 brown, light grey, and yellowish brown, moist, stiff to rather stiff (CL) [POSSIBLE FILL] 3 SS = LEAN CLAY, with Sand and a little Gravel, 7 13 reddish brown, moist, rather stiff (CL) 4 SS Other 14 [GLACIAL TILL] SS SS 6 6 LEAN CLAY, with Gravel and some Cobbles or 7 13 small Boulders, brown and grey, moist, rather stiff (CL) 7 SS [GLACIAL TILL] = 1.5 = 1.5 = " 60 7" 8 SS = SS End of Boring at 25.5' = (10/01) WinLog v Copyright (c) 2014 River Valley Testing Corp

45 Appleton Green Bay Madison Wisconsin Project: Location: PROPOSED GULFSTREAM MASTER PLANNING GREENVILLE, WISCONSIN Geotechnical, Environmental, and Construction Consulting TEST BORING LOG RVT File No: N Page: 1 of 1 Surface Elev: 301.3' Scale: 1" = 5' Boring No: GENERAL NOTES Drilling Method: Sampling Method: Water Level Symbol: Laboratory Test Symbols: HSA = Hollow Stem Auger FA = Flight Auger DM = Drilling Mud _X = AX, BX, or NX Coring WLD = Water Level During Drilling WLA = Water Level After Drilling WL = Water Level At 24 Hours WL = Water Level At Hours SS = Split Spoon 3T = 3" Shelby Tube F = Flight Auger Sample B = Bag Sample P = Test Pit Sample CR = Core Recovery NSR = No Sample Recovery MH = Manual SPT Hammer AH = Auto SPT Hammer DRILLING NOTES Started: Completed: Driller: Method: Depth (ft) 10" 4 11/25/14 11/25/14 SES 6" FA 0' to 23 1/2' (AH) LL/PL = Liquid Limit/Plastic Limit P200 = Percent Passing #200 Sieve MA* = Mechanical Analysis Qu = Unconfined Compressive Str Pq = Hand Penetrometer Reading DD = Dry Density W = Moisture Content (by Weight) RQD = Rock Quality Designation * = See attached graph Blow Counts Water Sample Laboratory Tests 0/6 6/12 Total Field Classification and Remarks Level Information No. Type W DD LL Qu (N) Note: [ ] Indicates Possible Geologic Origin (%) (pcf) PL (psf) 6 5" ASPHALT PAVEMENT No WLD 5" BASE COURSE No WLA SS = 3.25 LEAN CLAY, with Sand and a little Gravel, 3 4 reddish brown, moist, medium to rather stiff (CL) [GLACIAL TILL] 2 SS = LEAN CLAY, with Sand and Gravel, brown and light grey, stiff to rather stiff (CL) 3 SS = [GLACIAL TILL] SS = SS = 3.5 Other SS SS = 2.25 = SS = SS End of Boring at 25' = (10/01) WinLog v Copyright (c) 2014 River Valley Testing Corp

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