Text

Nwmi - Geotechnical Exploration, Lot 15, Discovery Ridge, Columbia, Missouri
	ML19304B937
Person / Time
Site:	Northwest Medical Isotopes
Issue date:	04/17/2019
From:	Sanders B; Northwest Medical Isotopes
To:	; Document Control Desk, Office of Nuclear Reactor Regulation
References
	NWMI-2019-RPT-001
	Download: ML19304B937 (117)
	v • d • e

Report Cover Sheet Report No:

NWMI-2019-RPT-001 Revision No:

0 Report

Title:

Geotechnical Exploration, Lot 15, Discovery Ridge, Columbia, Missouri Project

Title:

NWMI Radioisotope Production Facility Status:

In Process Final Contains assumptions and/or inputs that require verification?

Yes No Approvals Review (R) and Approval (A)

Printed Name Affiliation or Signature Date Originator A

Brian Sanders, PE Geotechnology, Inc.

3/8/2019 Project Manager R/A C. Haass 4/17/2019 Registered Professional Engineers Stamp (if required)

N/A Revision History Rev Date Revision Description Affected Pages 0

4/17/2019 Initial Submittal All

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Geotechnical Exploration Lot 15, Discovery Ridge, Columbia, Missouri NWMI-2019-RPT-001, Rev. 0 April 2019 Prepared for:

Northwest Medical Isotopes, LLC 815 NW 9th Ave, Suite 256 Corvallis, OR 97330 Prepared by:

Geotechnology, Inc.

St. Louis, Missouri

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SAFETY QUALITY INTEGRITY PARTNERSHIP OPPORTUNITY RESPONSIVENESS St. Louis, MO l Erlanger, KY l Memphis, TN l Overland Park, KS l Cincinnati, OH l Fairview Heights, IL Lexington, KY l Dayton, OH l Oxford, MS l Jonesboro, AR GEOTECHNICAL EXPLORATION LOT 15, DISCOVERY RIDGE COLUMBIA, MISSOURI Prepared for:

NORTHWEST MEDICAL ISOTOPES, LLC CORVALLIS, OREGON Prepared by:

GEOTECHNOLOGY, INC.

ST. LOUIS, MISSOURI Date:

MARCH 8, 2019 Geotechnology Project No.:

J032982.01

Cr;;

== GEOTECHNOLOGY~

March 8, 2019 Ms. Carolyn Haass Northwest Medical Isotopes, LLC 777 NW 9th Avenue, Suite 404 Corvallis, Oregon 97330 Re:

Geotechnical Exploration Lot 15, Discovery Ridge Columbia, Missouri Geotechnology Project No. J032982.01

Dear Ms. Haass:

FROM TH E. GR OU ND UP Presented in this report are the results of our geotechnical exploration and field resistivity survey completed for the referenced project. Our services were performed in general accordance with our Proposal P032982.01, which was dated on November 6, 2018.

We appreciate the opportunity to provide geotechnical services for this project. If you have any questions.regarding this report, or if we can be of additional service, please do not hesitate to contact us.

Respectfully submitted, GEOTECHNOLOGY, INC.

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.E.. R.G:J Project Manager Geotechnical Manager BJS/DWG:bjs/aat Copies submitted:

pdf 11816 Lackland Road, Suite 150 I St. Louis, Missouri 63146 (314) 997-7440 I Fax: (314) 997-2067 1 geotechnology.com

Geotechnical Exploration Lot 15, Discovery Ridge l Columbia, Missouri March 8, 2019 l Geotechnology Project No. J032982.01 i

FROM THE GROUND UP TABLE OF CONTENTS Executive Summary...................................................................................................................... iii 1.0 Introduction............................................................................................................................. 1 2.0 Project Information.................................................................................................................. 1 3.0 Previous Geotechnical Exploration......................................................................................... 3 4.0 Geotechnical Exploration........................................................................................................ 3 4.1 Field Resistivity Survey..................................................................................................... 4 5.0 Laboratory Testing.................................................................................................................. 6 5.1 Chemical Tests................................................................................................................. 6 6.0 Subsurface Conditions............................................................................................................ 7 6.1 Stratigraphy....................................................................................................................... 7 6.2 Groundwater..................................................................................................................... 7 7.0 Conclusions and Recommendations...................................................................................... 7 7.1 Site Grading............................................................................................................................ 8 7.2 Fat Clay Remediation........................................................................................................ 9 7.3 Excavation in Potentially Saturated Silts and Sands....................................................... 10 7.4 Excavation Support......................................................................................................... 10 7.5 Corrosivity and Cement Type.......................................................................................... 11 7.6 Seismic Site Classification and Seismic Design Parameters.......................................... 12 7.7 Drilled Pier Foundations.................................................................................................. 13 7.8 Shallow Foundations....................................................................................................... 15 7.9 Floor Slabs...................................................................................................................... 16 7.10 Perimeter Drain and Damp Proofing............................................................................. 16 7.11 Lateral Earth Pressures................................................................................................ 17 7.12 Pavement Design and Construction.............................................................................. 18 8.0 Recommended Additional Services...................................................................................... 19 9.0 Limitations............................................................................................................................. 19 Appendices Appendix A - Important Information about This Geotechnical-Engineering Report Appendix B - Figures Appendix C - Archival Boring Appendix D - Boring Information Appendix E - Rock Core Photographs Appendix F - Laboratory Results Appendix G - Chemical Test Results

Geotechnical Exploration Lot 15, Discovery Ridge l Columbia, Missouri March 8, 2019 l Geotechnology Project No. J032982.01 ii FROM THE GROUND UP LIST OF TABLES Table 1. Chemical analytical test results....................................................................................... 6 Table 2. Percent compaction and moisture-conditioning requirements for fill and backfill........... 9 Table 3. Site class and seismic parameters............................................................................... 13 Table 4. Parameters for LPILE analysis..................................................................................... 15 Table 5. Lateral earth pressure design values............................................................................ 17

Geotechnical Exploration Lot 15, Discovery Ridge l Columbia, Missouri March 8, 2019 l Geotechnology Project No. J032982.01 iii FROM THE GROUND UP EXECUTIVE

SUMMARY

The executive summary is provided solely for the purpose of overview and a number of details are omitted, each of which could be crucial to the recommended application of this report.

Parties who rely on this report should read the entire report.

The project includes the construction of a research facility at Discovery Ridge, which is a proposed commercial development in Columbia, Missouri. The facility will consist of a single-story, high-ceiling structure, possibly with a mezzanine, and one to two below-grade levels. In addition to the main structure, various single-story, slab-on-grade structures are planned.

Detailed loading information is not currently available for the structures; for the purposes of this report, for the main structure, maximum column loads have been assumed to be 100 kips and maximum wall loads have been assumed to be 35 kips per linear foot.

Loads for the various outbuildings, maximum column and wall loads are assumed to be 50 kips and 3 kips per foot, respectively.

The stratigraphy consists generally of lean and fat clay, underlain by fat clay till to the depths of auger refusal. Intermittent layers of sand and silt are present within the fat clay till. The soils are generally stiff to very stiff in consistency. Auger refusal occurred on limestone and shale bedrock. Groundwater was observed in 16 of the 39 borings during drilling.

As finished grades are not yet finalized, some consideration should be given to establishing the lowest level excavation above El 795 to reduce the potential for exposing the saturated sand layer.

The main structure may be supported on drilled piers proportioned for an allowable end-bearing pressure of 40 kips per square foot (ksf).

The single-story outbuildings can be supported on shallow foundations proportioned for net allowable bearing pressures of 2,500 and 3,000 pounds per square foot (psf),

respectively.

Fat clay appears to be present at or below the proposed finished floor elevations. Fat clay remediation should be anticipated in the floor slab areas.

Based on the results of the borings, our local knowledge of the soil conditions and the general procedures of the 2012 Editions of the International Building Code (IBC), the soil profile at the project site may be defined as Class C (Very Dense Soil and Soft Rock).

1 GEOTECHNICAL EXPLORATION LOT 15, DISCOVERY RIDGE COLUMBIA, MISSOURI GEOTECHNOLOGY PROJECT NO. J032982.01

1.0 INTRODUCTION

Geotechnology, Inc., prepared this geotechnical report for Northwest Medical Isotopes, LLC the construction of a research facility at Discovery Ridge in Columbia, Missouri. The services documented in this report were provided in general accordance with the terms and scope of services described in our Proposal P032982.01 dated on November 6, 2018 and authorized on January 7, 2019.

The purpose of our services was to provide geotechnical recommendations for the design of the planned development. Our scope of services included review of previous geotechnical data on the subject site, site reconnaissance, geotechnical borings, field resistivity survey, laboratory testing, engineering analyses, and preparation of this report.

A copy of "Important Information about This Geotechnical-Engineering Report," published by the Geotechnical Business Council (GBC) of the Geoprofessional Business Association (GBA), is included in Appendix A for your review. The publication discusses report limitations and ways to manage risk associated with subsurface conditions.

2.0 PROJECT INFORMATION The project includes construction of a research facility at Discovery Ridge, Columbia, Missouri.

The facility will consist of a single-story, high-ceiling structure, possibly with a mezzanine, and two below-grade levels. The building may be on the order of 60,000 square feet in plan.

Additionally, other small single-story structures such as administration building, generator house, waste management building, and others are planned around the main facility.

Associated parking areas, and loading dock areas are planned for the remainder of the site and will be paved. The site location and regional topography of the area is shown in Figure 1 - Site location and Topography in Appendix B. The site is currently vacant, is grassed, and slopes downward to the south with approximately 25 feet of relief across the approximately 7.5-acre site from El 8221 to El 797, but only approximately 10 feet of relief across the proposed main structure footprint.

Detailed loading information is not currently available for the structures; we understand the estimated maximum column loads are 100 kips and maximum wall loads are 35 kips per linear 1 Elevations herein are in feet and reference the NAVD88 datum.

Geotechnical Exploration Lot 15, Discovery Ridge l Columbia, Missouri March 8, 2019 l Geotechnology Project No. J032982.01 3

foot. Loads for the various outbuildings, maximum column and wall loads are assumed to be 50 kips and 3 kips per foot, respectively.

3.0 PREVIOUS GEOTECHNICAL EXPLORATION A previous geotechnical exploration2 for the Discovery Ridge development was performed by Terracon Consultants, Inc. in February, 2011. Boring data from this exploration shows the soil stratigraphy to generally consist of lean and fat clay loess underlain by glacial drift. The borings were terminated at 20 feet with the exception of two borings which encountered auger refusal between depths of 13 and 18.9 feet (EI 777 and 761.1). Rock was not cored in any of the borings. The previous boring location within Lot 15 is shown on Figure 2 - Aerial Photograph and Exploration Locations in Appendix B and the associated boring log is attached in Appendix C.

4.0 GEOTECHNICAL EXPLORATION The field exploration consisted of drilling thirty-nine borings designated as B-1 through B-39, at approximately the locations shown on Figure 2. The borings were surveyed and staked in the field by Engineering Surveys and Services, the project surveyor. The elevations at the boring locations, as shown on the boring logs, were provided by the project surveyor.

The borings were drilled to auger/sampler refusal or a predetermined termination depth of 25 feet using a CME 550X and a Diedrich D-50 rotary drill rig equipped with hollow stem augers.

Standard Penetration Tests (SPTs) were performed using automatic hammers. Split-spoon samples and relatively undisturbed Shelby tube samples were obtained at the depths indicated on the boring logs presented in Appendix D. Rock was cored in twelve of the borings using NQ2-wireline coring techniques. Rock core photographs are included in Appendix E. A legend of the terms and symbols used on the borings and rock core descriptions are included in Appendix D.

Representatives from Geotechnology provided direction during field exploration, observed drilling and sampling, assisted in obtaining samples, and prepared field logs of the material encountered.

Observations for groundwater were made in the borings during drilling and/or before introducing drilling fluid for rock coring.

Unless noted on the boring logs, the lines designating the changes between various strata represent approximate boundaries. The transition between materials may be gradual or may occur between recovered samples. The stratification given on the boring logs, or described herein, is of use by Geotechnology in its analyses and should not be used as the basis of 2 Preliminary Geotechnical Engineering Report, Discovery Ridge - Certified Site Program, Lots 2, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 19, Columbia, Missouri, prepared for Trabue, Hansen and Hinshaw, Inc. by Terracon Consultants, Inc., Report No. 09105094.1 and dated February 11, 2011.

Geotechnical Exploration Lot 15, Discovery Ridge l Columbia, Missouri March 8, 2019 l Geotechnology Project No. J032982.01 4

design or construction cost estimates without realizing that there can be variation from that shown or describe.

4.1 Field Resistivity Survey In addition to the soil boring program, Geotechnology completed an electrical resistivity survey.

The purpose of this survey was to further assess the potential for karst features (e.g. voids) and variability in depth to bedrock. Electrical resistivity data were collected from January 14 through January 18, 2019, using a 56-channel SuperSting-R8 earth resistivity meter manufactured by Advanced Geosciences, Inc. (AGI). For this survey, a dipole-dipole electrode array was used, which is further described below.

Electrical Resistivity Method Electrical resistivity is a surface geophysical technique for which the variation of apparent resistivity in the subsurface is determined by transmitting current into the subsurface with two current electrodes, and measuring the resulting ground voltage at various locations using pairs of potential (voltage) electrodes. The method is used to image stratigraphic and karst features such as voids or clay-filled zones in bedrock.

Numerous electrode arrays can be used, with the array choice depending on the site and geologic conditions, geometry of targets of interest, and depth of exploration. The dipole-dipole array was used for this project as it is considered good for imaging isolated 3-dimensional (3D) targets such as voids. This array involves injecting current with two current electrodes (a current dipole), and measuring the resulting ground voltages using pairs of potential electrodes (potential dipoles) at various distances along the electrode array. The greater the distance between the current and potential dipoles, the greater the depth of the measured electrical field in the subsurface. The measured resistivities are used to develop a resistivity profile from which geologic layering and possible voids can be interpreted.

The resistivity of a geologic material is based on many factors, including the conductivity of the matrix, porosity, fracture/void density, and water content. Karst features may be detected within limestone or dolomite bedrock because clay-filled solution features often exhibit low-resistivity values, and voids often exhibit high-resistivity values. In addition, voids within soil may be detected because the void space exhibits high-resistivity values compared to the surrounding clay-rich soil.

Data Acquisition Prior to beginning the electrical resistivity survey, the geophysical lines were located in the field by Engineering Surveys and Services. A total of 15 resistivity lines were established as follows and as shown in Figure 2:

o Lines 1 through 12 were parallel, oriented generally northeast-southwest, and encompassed the footprint of the proposed RPF building. The lines were approximately 550 feet in length and spaced approximately 20 feet apart. Each line was collected using an electrode spacing of 10 feet.

Geotechnical Exploration Lot 15, Discovery Ridge l Columbia, Missouri March 8, 2019 l Geotechnology Project No. J032982.01 5

o Line 13 was approximately 360 feet long and positioned generally northeast-southwest through the cluster of proposed buildings that include the Generator House and Waste Management Building in the north portion of the site. This line was collected using an electrode spacing of approximately 6.5 feet (2 meters).

o Line 14 was approximately 360 feet long and positioned through the footprint of the proposed Administration Building, in a generally northwest-southeast orientation.

This line was collected using an electrode spacing of approximately 6.5 feet (2 meters).

o Line 15 was approximately 930 feet long, and oriented northeast-southwest within Lot 14. This line was collected using an electrode spacing of 10 feet. This line was shorter than originally planned (1,100 feet) due to the presence of electric fencing that was not known to us during the early planning stages.

For each line, electrodes were tested for high electrical resistance at the surface prior to data collection, to verify that electric current could be transmitted into the ground under low resistance conditions. Due to the presence of snow and a wet ground surface, there was no issue with injecting sufficient current into the ground.

Data Processing Apparent resistivity data recorded during the surveys were modeled using AGIs resistivity inversion program(s) EarthImager 2D/3D to produce electrical resistivity models of the subsurface. These inversion programs use a finite-element modeling subroutine to calculate the apparent resistivity values, and a non-linear, smoothness-constrained, least-squares optimization technique to calculate two-dimensional and three-dimensional resistivity models.

Data processing included removal of spikes and incorporating ground surface elevations prior to modeling.

Lines 1 through 12 were processed together in EarthImager 3D to produce a 3D resistivity model. Lines 13, 14 and 15 were processed separately using EarthImager 2D to produce two-dimensional (2D) resistivity models. In addition, Lines 4, 6 and 11 were also processed using EarthImager 2D since several soil borings were completed along these three profiles, and the boring information could be used in interpreting bedrock surface for the 3D resistivity model.

Figures 6 through 13 show the resistivity models with annotations (soil boring information and interpretations).

Results In general, the resistivity models exhibited a typical range of clay-rich soils overlying more resistive limestone bedrock. Based on correlations with site borings, the soils exhibited an approximately 1 to 5-foot-thick layer of moderately conductive surfical lean clay (20 to 32 ohm-m), underlain by conductive fat clays (5 to 10 ohm-m). Below the fat clays, the resistivity values increase to higher values (>32 ohm-m) that are interpreted as shale, limestone and sandstone bedrock, based on the soil boring data.

Geotechnical Exploration Lot 15, Discovery Ridge l Columbia, Missouri March 8, 2019 l Geotechnology Project No. J032982.01 6

The shale generally has resistivities of 11 to 23 ohm-m, with the range likely due to the varying degrees of weathering observed in the rock cores. The limestone generally has resistivities of

>23 ohm-m, with the values of 23 to 32 ohm-m likely indicating more weathered rock, and >32 ohm-m likely indicating more competent limestone (and some sandstone). We have interpreted the approximate top of competent rock to coincide with the 32 ohm-m resistivity contour on Figures 6 - 13. Based on our review of the resistivity data, we did not observe apparent evidence of karst features.

5.0 LABORATORY TESTING Laboratory testing was performed on soil and rock samples to assess engineering and index properties. Laboratory testing of selected soil samples included the following: moisture content (for both soil and rock), Atterberg limits, unit weight determination, unconfined compression on select soil samples, consolidation test, corrosion series, modified Proctor and California Bearing ration tests. Laboratory test results are presented on the borings logs presented in Appendix D and in Appendix F.

5.1 Chemical Tests Chemical analytical testing for evaluation of soil corrosivity was performed on a representative soil sample. Oxidation/reduction potential and concentrations of total sulfide, sulfate, and chloride were analyzed by Teklab or its subcontractor. Geotechnology measured pH and electrical resistivity. Chemical analytical test results are summarized in Table 1 and provided in Appendix G.

Table 1. Chemical analytical test results.

Boring No.

Sample Description Sample Depth Interval (feet)

Total Sulfide (mg/kg

-dry)

Sulfate (mg/kg

-dry)

Chloride (mg/kg-dry)

Oxidation Reduction Potential (millivolts) pH Electrical Resistivity (ohm-cm)

B-2 Fat Clay 6-8 10 110 62 340 7.0 782 B-8 Lean Clay 8-10

<34 86 23 359 6.5 865 B-21 Fat Clay 18-20

<34 110 34 321 7.3 2,177

Geotechnical Exploration Lot 15, Discovery Ridge l Columbia, Missouri March 8, 2019 l Geotechnology Project No. J032982.01 7

6.0 SUBSURFACE CONDITIONS 6.1 Stratigraphy Generalized soil and rock profiles are shown for cross-sections A-A and B-B, Figures 3 and 4 respectively, at the locations depicted in Figure 2. Actual conditions between the boring locations may differ from the generalized profile shown.

The topsoil section is approximately 6 inches thick. Below the topsoil, the soils are typically medium stiff to stiff, brown, lean and fat clay underlain by stiff to very stiff, reddish brown, fat clay till. In 23 of the borings, there is a layer of varying thickness of medium dense sand/stiff silt, generally at a depth of approximately 20 to 25 feet. Auger or sampler refusal was encountered at depths of 29 to 45 feet on limestone or shale bedrock in 35 of the 39 borings. The four borings where refusal was not encountered were terminated at depths of 20 to 25 feet.

Bedrock generally consisted of shale underlain by interbedded layers of shale and limestone.

The shale typically consisted of very weak to weak, gray, thin bedded shale. The limestone typically consisted of medium strong to strong, gray, thin to medium bedded, finely crystalline, highly to slightly weathered limestone. More specific descriptions of the soil and rock layers are provided on the boring logs.

6.2 Groundwater Groundwater was observed in 16 of the 39 borings during the geotechnical exploration at depths of approximately 19 to 38.5 feet below grade. The rock coring process introduces water into the borehole, which can mask the groundwater level. Consequently, the lack or presence of observed groundwater levels might not represent present or future levels. Groundwater levels could vary over time due to the effects of seasonal variation in precipitation, recharge, or other factors not evident at the time of exploration.

7.0 CONCLUSION

S AND RECOMMENDATIONS Geotechnology has prepared the following conclusions and recommendations based on our understanding of the proposed project, the field and laboratory data presented in this report, engineering analyses, and our experience and judgment. The client should recognize that the recommendations given herein might require modifications and related analysis if the final plans are different from those assumed herein.

The proposed finished site grades were not available at the time of this report. Geotechnology has assumed the site will be graded to approximately El 810, and has assumed a lower level finished floor elevation of approximately El 790. Excavation to achieve this lower level slab elevation appears to be mostly within cohesive soils; however, the assumed excavation depth will expose potentially saturated sands and silts in some locations. In other areas, it appears that the lower level slab will be bearing on fat clays, and as such fat clay remediation beneath the lower level slab will be required. Fat clay remediation and excavation in potentially saturated sands and silts is discussed herein.

Geotechnical Exploration Lot 15, Discovery Ridge l Columbia, Missouri March 8, 2019 l Geotechnology Project No. J032982.01 8

7.1 SITE GRADING Site Preparation. Initial preparation of the site for grading should include removal of vegetation and topsoil from the planned cut, fill, pavement, and structure areas. Topsoil can be stockpiled for future use on completed cut and fill slopes or in landscaped areas, whereas vegetation, root wads, and other organics should be disposed of offsite.

Proofroll. After performing site preparation and excavations in the cut areas, the exposed subgrade should be proofrolled using a heavily loaded truck (18,000 pounds per axle) under the review of the project geotechnical engineer or a representative thereof. Subgrades in areas unable to be proofrolled should be observed by the project geotechnical engineer or their representative.

Soft or yielding soils should be undercut to stiff cohesive soils; the depth of undercut below proposed subgrade can be limited to 2 feet. The undercut should be backfilled with new compacted fill satisfying the material and compaction requirements presented in Table 2. The undercut soils can be reused provided that they conform to the recommendations contained in this report regarding acceptable fill materials. Proofrolling can be waived if the project geotechnical engineer judges that it would disturb an otherwise acceptable subgrade.

If soft or yielding soils extend below the maximum undercut depth specified above, the subgrade can be stabilized using a biaxial or triaxial geogrid (e.g., Tensar BX-1100 or TriAx TX140) and an 8-to 12-inch lift of compacted well-graded crushed rock. The remainder of the undercut should be backfilled with well-graded crushed rock or clayey soils satisfying the material and compaction requirements presented in this section. If clayey soils are used, a separation geotextile fabric such as Mirafi 500X should be placed between the crushed rock and the clayey soils.

Suitable Fill Materials. Recommended off-site soils to be used for fill and backfill include low plastic, silty clay (liquid limit less than 45) or MODOT Type 5 material, or similarly graded material. In general, onsite existing fill materials consist of high plastic, fat clay. Fat clay can be reused in areas where fills are greater than 4 feet, provided that the fat clay is placed no closer than 3 feet beneath footings and 1 foot beneath pavements.

Fill and Backfill Placement. Fill or backfill should be placed in uniformly thick lifts and compacted. The loose lift thickness should not exceed 8 inches. The fill should be systematically compacted to the levels provided in the Compaction Summary. The soil should be placed at a moisture content compatible with the required unit weight as described in Table

2. Depending on the soil moisture at the time of construction, aeration or wetting might be required to achieve the required compaction. Deleterious material should not be included in fill, and the fill should not be placed on soft materials or frozen ground.

Geotechnical Exploration Lot 15, Discovery Ridge l Columbia, Missouri March 8, 2019 l Geotechnology Project No. J032982.01 9

Table 2. Percent compaction and moisture-conditioning requirements for fill and backfill.

Category Minimum Compaction a General soil fill 90%

Rock backfill 95%

Pavement and floor slab soil subgrade 90%b Pavement and floor slab rock base course 95%

a Measured as a percent of the maximum dry density as determined by the modified Proctor test in laboratory (ASTM D 1557).

b Moisture content within -1 to 3% of optimum moisture content Trench Backfill. Settlement of utility trench backfill can result in depressions and localized pavement failures. Settlement of trench backfill can be reduced by mechanically compacting the backfill in lifts to the provided minimum compaction levels. Permeable backfill (e.g., clean rock) should not be used in building or pavement areas. Permeable backfill can collect water and promote subgrade softening, in the presence of potentially expansive soils, could lead to heaving, or cause settlement in uncontrolled fills due to migration of fines.

Maintaining the moisture content of bearing and subgrade soils within the acceptable range provided in Table 1 is important during and after construction for the proposed structures. The clayey bearing and subgrade soils should not be allowed to become wet or dry during or after construction, and measures should be taken to hinder water from ponding on these soils and to reduce drying of these soils during droughts. Groundwater is not expected to have an adverse effect on the proposed earthwork construction; however, the contractor should be prepared to remove seepage that accumulates on fill surfaces or at subgrade levels.

Managing site water is important in successful performance of the pavement and foundation systems. Water from surface runoff, downspouts, and subsurface drains should be collected and discharged through a storm water collection system. Positive drainage should be established around the proposed structures to promote drainage of surface water away from the structures and reduce ponding of water adjacent to these structures.

7.2 Fat Clay Remediation Fat clay that is potentially expansive occurs at or near planned lower level slab elevations and in some areas at ground surface. Fat clay soil below the proposed structures should be removed and replaced as recommended herein to a depth of 2 feet below proposed floor subgrade elevations. Fat clay should also be removed and replaced to a depth of 2 feet below lightly loaded footings (bearing pressure less than 1,500 psf). The overexcavation can be backfilled with compacted, lean clay (i.e., liquid limit less than 45 percent) or MODOT Type 5 material, or similar low volume change material.

Alternatively, the fat clay subgrade may be modified with hydrated lime to reduce its plasticity. The recommended dosage for lime stabilization should be provided by laboratory testing. A dosage rate of 5 percent hydrated lime by weight can be used for budget purposes. The lime should be blended

Geotechnical Exploration Lot 15, Discovery Ridge l Columbia, Missouri March 8, 2019 l Geotechnology Project No. J032982.01 10 into the soil using tilling equipment. During blending, the soil moisture should be approximately 5 percent wet of the optimum moisture content to facilitate modification of the clay mineralogy.

Therefore, wetting of the lime-soil blend could be required. Lime-treated soil should also be allowed to cure before it is compacted. Cure time should be evaluated during construction and could range from 4 to 24 hours2.777778e-4 days 0.00667 hours 3.968254e-5 weeks 9.132e-6 months depending on the soil temperature. The treated soil should be compacted to the levels provided in the Compaction Summary.

For pavement areas, lime-modified clays can be considered to improve subgrade support and extend pavement life. Subgrade stabilization using hydrated lime as described above should be considered in the upper 12 inches of final pavement grade.

The proposed methods of fat clay remediation are based on generally accepted standards in the local engineering community. Clay properties, including plasticity, moisture content, unit weight, swell pressure, and mineralogy are variable and could, in some circumstances, be conducive to more severe swell pressures and volume change potential than can be mitigated by nominal treatment. Consequently, when building in an area where fat clay is present, the client should recognize that there is an inherent risk that damage associated with shrink or swell of the soil could occur, even with remedial treatment of subgrade soil.

7.3 Excavation in Potentially Saturated Silts and Sands In 15 of the 39 borings, the boring logs indicate medium dense sands and very stiff to stiff silts approximately between El 790 and 785. Groundwater observed during drilling is approximately at El 787. These layers could provide a pathway for groundwater into the excavation. As finished grades are not yet finalized, some consideration should be given to establishing the lowest level excavation above El 795 to reduce the potential for exposing the saturated sand layer. Groundwater which is encountered in the excavation should be collected and routed to a sump system for discharge from the excavation.

Silty soils can quickly decrease in strength if disturbed, which can cause softening of the soil subgrade to a substantial depth. Maintaining a stable subgrade can be difficult in a constricted excavation if the subgrade is disturbed. Minimizing construction and foot traffic are suggested as a means of reducing the potential for subgrade disturbance. Additional precautions to reduce subgrade disturbance could include constructing a mud mat, cement-stabilization, or replacing the subgrade with crushed rock encapsulated in a filter fabric geotextile. Excavations in these soils should be performed using a trackhoe/backhoe equipped with a toothless bucket.

Soft soil or yielding areas should be overexcavated and backfilled with flowable fill, concrete, or crushed rock as discussed in section 7.1 Site Grading.

7.4 Excavation Support Excavation depths and inclinations (including adjacent existing slopes) should not exceed those specified in local, state or federal safety regulations (e.g., OSHA Health and Safety Standards for Excavations, 29 CFR Part 1926 or successor regulations). The soil materials in project excavations are anticipated to consist of medium stiff to stiff, lean clay that can generally be classified as OSHA Type B soils. OSHA guidelines require that temporary slopes in Type B soils

Geotechnical Exploration Lot 15, Discovery Ridge l Columbia, Missouri March 8, 2019 l Geotechnology Project No. J032982.01 11 be constructed at 1V:1H or flatter. It is important to note that soils encountered in the construction excavations could vary across the site and that, even if the OSHA criteria are used, there is a potential for slope failure.

Planned depths of excavation are on the order of 20 plus feet for the below-grade levels. Due to the open nature of the site we anticipate the contractor will be able to bench or slope the excavations per the OSHA guidelines and temporary shoring will not be required. If space limitations are present temporary retention systems could be required. While many different types and configurations of retention systems can be used, the more common type of excavation support applicable are steel piles with timber lagging and bracing and/or sheet piling.

The design of the system is often the responsibility of the contractor performing the work. The contractor should also be responsible for monitoring the performance of the retention system.

OSHA regulations should be followed with respect to bracing requirements.

Temporary slopes left exposed more than 24 hours2.777778e-4 days 0.00667 hours 3.968254e-5 weeks 9.132e-6 months could undergo sloughing and fail. If the slope is expected to remain open for an extended time, polyethylene sheeting can be installed to reduce the potential for slope degradation and instability.

Excavation support is the responsibility of the contractor. Excavation support should be designed and implemented such that excavations are ventilated and braced, shored, and/or sloped to protect the safety of workers within and near the excavations and to protect adjacent ground, slopes, structures, and infrastructure. The analyses, discussions, conclusions, and recommendations throughout this report are not to be interpreted as pre-engineering compliance with safety regulations.

7.5 Corrosivity and Cement Type Corrosion Potential. Analytical tests were conducted on select samples from Boring B-2, B-8, and B-21 to evaluate the corrosion potential of the subgrade soils. Resistivity, pH, oxidation/reduction potential and concentrations of sulfide were performed. The test results are presented in Table 1 and Appendix G, and are discussed below.

The Ductile Iron Pipe Research Association (DIPRA) in conjunction with the American Water Works Association has established a point system to determine corrosion potential on buried ductile-iron pipe based on the individual tests. DIPRA concludes that corrosive conditions exist if the point total is 10 or more. The soil resistivity and chemical test results indicate that the soils are corrosive to buried ductile-iron pipe. It should be noted, however, that subsurface conditions could vary significantly over short distances.

Cement Type. The analytical laboratory reported a negligible amount of sulfate content due to sample composition. Hence, use of Type I Cement for below-grade construction would be adequate.

Geotechnical Exploration Lot 15, Discovery Ridge l Columbia, Missouri March 8, 2019 l Geotechnology Project No. J032982.01 12 7.6 Seismic Site Classification and Seismic Design Parameters Based on the borings and our interpretation of the 2012 International Building Code (2012 IBC),

it is our opinion that the site class and other seismic parameters in Table 3 are applicable for this project.

Geotechnical Exploration Lot 15, Discovery Ridge l Columbia, Missouri March 8, 2019 l Geotechnology Project No. J032982.01 13 Table 3. Site class and seismic parameters.

Category/

Parameter Designation/

Value Reference SS 0.172g Latitude 38.900506°N/Longitude 92.2276145°W S1 0.095g Seismic Site Class C

Chapter 20 of ASCE 7 Fa 1.200 2012 IBC Table 1613.3.3(1)

Fv 1.700 2012 IBC Table 1613.3.3(2)

SMS 0.207g 2012 IBC Equation 16-37 SM1 0.162g 2012 IBC Equation 16-38 SDS 0.138g 2012 IBC Equation 16-39 SD1 0.108g 2012 IBC Equation 16-40 7.7 Drilled Pier Foundations General Foundation Considerations. The magnitude of the wall loads preclude support of the building on conventional shallow foundations. Therefore, we recommend supporting the structures on drilled piers bearing on underlying bedrock. Although some of the structure loads could be candidates for alternative foundations systems, mixing foundation systems can lead to intolerable differential settlement. If wall loads are reduced, Geotechnology can reevaluate our foundation recommendations.

Shale-Supported Drilled Piers. Shale-supported drilled piers can be designed using a net allowable bearing pressure of 40 ksf. Bearing elevations should be determined during drilled pier construction.

Additional capacity may be obtained by mobilizing the skin friction between the pier and shale.

Allowable skin friction values of 2.5 ksf may be used to determine the carrying capacity of drilled shafts in the shale. Required bearing depths of the shale should be based on careful inspection of the shale and its moisture content as exposed at the time of construction. Moisture content of the shale at the bearing elevation should be limited to 14 percent or less. We recommend that Geotechnologys engineer or his representative be present on a full-time basis throughout the course of drilled pier construction to document rock conditions, determine moisture content and evaluate bearing requirements. Provided the pier bottoms are sufficiently machine cleaned, manned entry into the piers is not required. Downhole camera inspection should be performed if the base cannot be observed from the surface. Foundation piers should have a minimum diameter of 30 inches and a maximum bell/shaft diameter ratio of 2.

Drilled Pier Construction Criteria. Drill rigs equivalent to a Hughes Tool Company LDH or greater should be used for augering and coring of soil and rock. As a minimum, the pier rig

Geotechnical Exploration Lot 15, Discovery Ridge l Columbia, Missouri March 8, 2019 l Geotechnology Project No. J032982.01 14 should be capable of exerting a torque of 50,000 foot-pounds and a positive crowd force of at least 35,000 pounds. Flat plate augers should not be permitted. Augers should have carbide cutting teeth.

Uplift. The piers can be designed to withstand uplift load provided appropriate reinforcing steel is installed. Resistance to uplift forces on drilled piers is provided by the weight of pier concrete, the adhesion force that develops between the concrete and shale (1.5 ksf) in the sidewall of the pier. We recommend that the friction in the upper 3 feet of the pier be ignored in order to account for the separation of soil and concrete that may occur during the life of the structure.

Lateral Capacity. We recommend a nonlinear analysis to estimate the lateral load capacity of the piers because modulus of subgrade reaction of soil is not a constant property and varies nonlinearly with deflection. Based on the laboratory results and our experience on similar projects, soil parameters for use in the lateral load analysis program LPILE are given below in Table 4. Geotechnology can perform such a nonlinear lateral load analysis, if necessary.

Excavation, which would remove the lateral resistance, cannot occur while the lateral load is in place.

Geotechnical Exploration Lot 15, Discovery Ridge l Columbia, Missouri March 8, 2019 l Geotechnology Project No. J032982.01 15 Table 4. Parameters for LPILE analysis.

Soil/Rock Type Silty Clay/Clay Shale/Limestone Unit weight (pcf) 120 125 Effective Unit Weight (pcf) 58 63 Undrained Shear Strength (ksf) 2.0 Soil Strain, E50 or k_rm 0.005 0.0005 Soil Modulus pci 1,000 Rock Mass Modulus (psi) 50,000 Rock Quality Designation (%)

80 Unconfined Compressive Strength (psi) 400 Settlement. Settlement of pier foundations, designed in accordance with the recommendations given in this report, should be approximately 1/2 inch or less plus the elastic shortening.

7.8 Shallow Foundations In addition to the main facility there is an administration building, generator house, waste management building, guard shacks, and other associated small pads and structures. These structures can be supported on shallow foundations. If fat clays are observed during footing excavation, they should be remediated as previously discussed.

Bearing Capacity. Strip and spread footings should be proportioned for net allowable bearing pressures of 2,500 and 3,000 psf, respectively, provided they bear on natural or remedially treated compacted soil. The minimum lateral dimensions for strip and spread footings should be 18 and 24 inches, respectively. Exterior footings and footings in unheated interior areas should be embedded 20 inches below the lowest adjacent exterior grade to provide protection from seasonal moisture variations and frost penetration.

Shallow foundations, proportioned and constructed as recommended above, are expected to settle approximately 1 inch. Differential settlement between any two adjacent footings could be approximately 3/4-inch. Estimated values of settlement contained in this report are based on our experience.

Geotechnical Exploration Lot 15, Discovery Ridge l Columbia, Missouri March 8, 2019 l Geotechnology Project No. J032982.01 16 Uplift Capacity. Uplift loads can be resisted with the dead weight of the footing, and the weight of soil above the footing. A unit weight of 120 pounds per cubic foot (pcf) can be used for determining the soil weight above the footing, and the volume of soil acting on the footing can include a wedge of material within a line that extends from the top of footing and away from the footing edge to the ground surface at an angle of 30 degrees from the vertical.

Lateral Capacity. Lateral loads can be resisted considering frictional resistance between the base of the foundation and supporting soil and passive resistance acting on the side of the footing.

Resistance to sliding can be computed assuming an ultimate coefficient of friction of 0.4; however, the ultimate resistance must be limited to 1,500 pounds per square foot. The ultimate passive resistance may be computed based on an equivalent fluid pressure of 225 pounds per cubic foot but the upper 30 inches should be neglected. Safety factors of 2 and 3 should be applied to determine the allowable sliding and passive resistance, respectively.

7.9 Floor Slabs Floor slabs can be designed as slab-on-grade concrete. High plasticity soils within 2 feet of floor slab subgrades must be remediated as previously discussed.

Floor slabs should be underlain by a minimum 6-inch-thick layer of well-graded crushed rock to serve as a capillary break and a base of support. The crushed rock layer should be compacted per the requirements of Table 2. A 15-mil plastic sheet should be placed below the floor to reduce the potential for moisture to permeate the slab and the potential for mold growth within the building. The fat clay present near the floor slab subgrade should be remediated as previously discussed. The top 8 inches of floor slab subgrade should be compacted and moisture-conditioned per the requirements presented in Table 2 prior to placing the crushed rock layer. Constructed as such, the concrete floor slab thicknesses can be designed using a modulus of subgrade reaction (k) of 150 pounds per cubic inch (pci).

It is recommended that control joints be provided within the concrete slab-on-grade floors.

These joints should be sealed to mitigate surface water infiltration until the building is enclosed.

We recommend that the floor slab be structurally separated from walls, columns, footings, and penetrations to allow independent movement of the floor.

7.10 Perimeter Drain and Damp Proofing Although we do not anticipate significant groundwater in planned excavations, design measures should be taken to reduce water infiltration into below-grade areas of the building. These measures include installation of a subsurface drain system, water stops between foundation walls and floor slabs, plastic sheeting beneath floor slabs, and sub-floor drains.

A drain system should be constructed around the perimeter of below-grade structures, as shown on Figure 5. The drain system should consist of 6-inch PVC or equivalent pipe with 1/4-or 3/8-inch perforations; the pipe should be laid with the perforations down and enveloped with drain filter having a gradation in the range shown on Figure 5. The drain filter should be

Geotechnical Exploration Lot 15, Discovery Ridge l Columbia, Missouri March 8, 2019 l Geotechnology Project No. J032982.01 17 surrounded with Mirafi 140 filter cloth or equivalent. The drainage system should be routed to a sump for collection and discharge.

7.11 Lateral Earth Pressures Below-grade walls shall be designed to resist lateral soil loads. Design lateral pressures from surcharge loads shall be added to the lateral earth pressure load. Lateral earth pressures can vary with wall restraint conditions, type of backfill, slope of ground surface behind the wall, and method of backfill compaction.

Design values are given herein for soil lateral loads on permanent walls with horizontal backfill, subject to active and at-rest conditions in Table 5. Conventional concrete walls may be designed for active earth pressures if the top is permitted to tilt out (after construction) approximately 0.5 percent of its height. Walls with fixed-heads or rigid walls should be designed for at-rest earth pressures.

Table 5. Lateral earth pressure design values Description of Backfill Design soil lateral load (psf per foot of depth)

At-rest Active Inorganic clays of low to medium plasticity (CL) 65h + 0.55q 50h + 0.40q Well graded gravel-sand mix (GW/SW)

(e.g., 1-inch-minus, but not screenings) 50h + 0.40q 30h + 0.25q Where:

h = depth below adjacent grade, feet q = surcharge load, psf Fat clays should not be used as wall backfill.

In giving these values, it is assumed that hydrostatic pressures will not develop behind the walls and that the wall backfill will be compacted as recommended in the Site Grading section of this report. Therefore, the walls should be provided with a drain system to allow for dissipation of hydrostatic pressures. Undrained walls may be subjected to additional pressures from groundwater, perched water, pipe leakages or surface water infiltration.

For the above equations to be valid for sand or gravel backfill, the backfill should be placed, in a wedge extending upward and away from the edge of the wall footing at a 45-degree angle or flatter. If sand and gravel are to be placed within a steeper wedge, the values for low plasticity soil given above should be used. Further, any soft uncompacted soil on the excavation slope

Geotechnical Exploration Lot 15, Discovery Ridge l Columbia, Missouri March 8, 2019 l Geotechnology Project No. J032982.01 18 should be removed prior to placement of backfill. Design drawings should reflect this requirement.

7.12 Pavement Design and Construction Standard asphaltic concrete pavement design for a given service life requires evaluation of the soil by California Bearing Ratio (CBR) tests or other methods, estimates of daily traffic volumes and axle weights, drainage requirements, and the desired level of maintenance. Laboratory tests using samples of on-site subgrade material exhibited a CBR value of 3.

Asphaltic pavement sections are frequently used that are thinner than would typically result from a pavement design. These reduced thickness sections often perform adequately; however, maintenance or an overlay is generally required sooner than would be required for a thicker, designed section. Based on our experience, pavement sections consisting of 4 inches of asphalt over 6 inches of well-graded crushed rock and 4 inches of asphalt over 8 inches of well-graded, crushed rock are often used in parking areas and main drive lanes, respectively, subjected to automobile traffic only. The pavement performance can be enhanced by lime-stabilizing the subgrade soils or incorporating a geogrid below the crushed rock. Where heavy wheel loads are concentrated, particularly at approaches to trash dumpsters and truck loading areas, a 7-inch concrete section underlain by 4-inches of base course is often used. Proper joint reinforcing should be provided at concrete pavement joints. The concrete pavement may be designed assuming a vertical subgrade modulus of 100 pci or less.

Regardless of which pavement sections are selected, the soil subgrade should be stable and the top 12 inches compacted as provided in Table 2. Pavement service life can decrease significantly if the pavement is constructed on a poor subgrade, if it has poor surface or subsurface drainage, and/or if the pavement is not maintained. Periodic maintenance, such as filling cracks and sealing, is required for any pavement section.

If pavements are not constructed immediately after grading, the subgrade should be shaped to prevent ponding. Minor ponding, of even short duration, can cause softening of a soil subgrade.

If there is substantial lapse of time between grading and paving, or if the subgrade is disturbed by construction activities, the subgrade should be proof-rolled with a loaded, tandem-wheeled dump truck. Soft spots observed during initial construction or proof-rolling should be removed and replaced with compacted soil or rock, possibly combined with a geotextile or geogrid. The rock base course and soil subgrade should be compacted as provided in the Compaction Summary.

Depending on when the pavement is constructed, the subgrade might not support construction equipment such as rock trucks or asphalt trucks which have significantly heavier axle loads than those vehicles which the pavement section is expected to support. Such conditions will be more apparent during wetter periods of the year. Overexcavation of soft subgrade and placement of additional base course and/or geogrid could be required to construct the pavement during these periods.

Geotechnical Exploration Lot 15, Discovery Ridge l Columbia, Missouri March 8, 2019 l Geotechnology Project No. J032982.01 19 8.0 RECOMMENDED ADDITIONAL SERVICES The conclusions and recommendations given in this report are based on: Geotechnologys understanding of the proposed design and construction, as outlined in this report; site observations; interpretation of the exploration data; and our experience. Since the intent of the design recommendations is best understood by Geotechnology, we recommend that Geotechnology be included in the final design and construction process, and be retained to review the project plans and specifications to confirm that the recommendations given in this report have been correctly implemented. We recommend that Geotechnology be retained to participate in prebid and preconstruction conferences to reduce the risk of misinterpretation of the conclusions and recommendations in this report relative to the proposed construction of the subject project.

Since actual subsurface conditions between boring locations could vary from those encountered in the borings, our design recommendations are subject to adjustment in the field based on the subsurface conditions encountered during construction. Therefore, we recommend that Geotechnology be retained to provide construction observation services as a continuation of the design process to confirm the recommendations in this report and to revise them accordingly to accommodate differing subsurface conditions. Construction observation is intended to enhance compliance with project plans and specifications. It is not insurance, nor does it constitute a warranty or guarantee of any type. Regardless of construction observation, contractors, suppliers, and others are solely responsible for the quality of their work and for adhering to plans and specifications.

9.0 LIMITATIONS This report has been prepared on behalf of, and for the exclusive use of, the client for specific application to the named project as described herein. If this report is provided to other parties, it should be provided in its entirety with all supplementary information. In addition, the client should make it clear that the information is provided for factual data only, and not as a warranty of subsurface conditions presented in this report.

Geotechnology has attempted to conduct the services reported herein in a manner consistent with that level of care and skill ordinarily exercised by members of the profession currently practicing in the same locality and under similar conditions. The recommendations and conclusions contained in this report are professional opinions. The report is not a bidding document and should not be used for that purpose.

Our scope for this phase of the project did not include any environmental assessment or investigation for the presence or absence of wetlands or hazardous or toxic materials in the soil, surface water, groundwater, or air, on or below or around this site. Any statements in this report or on the boring logs regarding odors noted or unusual or suspicious items or conditions observed are strictly for the information of our client. Our scope did not include an assessment of the effects of flooding and erosion of creeks or rivers adjacent to or on the project site.

Geotechnical Exploration Lot 15, Discovery Ridge l Columbia, Missouri March 8, 2019 l Geotechnology Project No. J032982.01 20 Our scope did not include: any services to investigate or detect the presence of mold or any other biological contaminants (such as spores, fungus, bacteria, viruses, and the by-products of such organisms) on and around the site; or any services, designed or intended, to prevent or lower the risk of the occurrence of an infestation of mold or other biological contaminants.

The analyses, conclusions, and recommendations contained in this report are based on the data obtained from the geotechnical exploration. The field exploration methods used indicate subsurface conditions only at the specific locations where samples were obtained, only at the time they were obtained, and only to the depths penetrated. Consequently, subsurface conditions could vary gradually, abruptly, and/or nonlinearly between sample locations and/or intervals.

The conclusions or recommendations presented in this report should not be used without Geotechnologys review and assessment if the nature, design, or location of the facilities is changed, if there is a lapse in time between the submittal of this report and the start of work at the site, or if there is a substantial interruption or delay during work at the site. If changes are contemplated or delays occur, Geotechnology must be allowed to review them to assess their impact on the findings, conclusions, and/or design recommendations given in this report.

Geotechnology will not be responsible for any claims, damages, or liability associated with any other partys interpretations of the subsurface data or with reuse of the subsurface data or engineering analyses in this report.

The recommendations included in this report have been based in part on assumptions about variations in site stratigraphy that can be evaluated further during earthwork and foundation construction. Geotechnology should be retained to perform construction observation and continue its geotechnical engineering service using observational methods. Geotechnology cannot assume liability for the adequacy of its recommendations when they are used in the field without Geotechnology being retained to observe construction.

Geotechnical Exploration Lot 15, Discovery Ridge l Columbia, Missouri March 8, 2019 l Geotechnology Project No. J032982.01 FROM THE GROUND UP APPENDIX A - IMPORTANT INFORMATION ABOUT THIS GEOTECHNICAL-ENGINEERING REPORT

o ant urmation a ou our Geotechnical Engineering Report 1 u.1.Jsurtice p1 oJJ1ems DnJ J f111JlCl(Jaf c,.wSB of C11J1Stru an cl.Blalf.S, casJ OJ!erruns, clzims_, Jll[h/is '111Bs.

IJl!JJile JlllU cannal e!lminJ.18 all such risks, y_ou cao ill2.nage tbeni. T foJlmving 111 11at on is p,ovided-to Ile/µ.

Gaotacllnlcal Servlc* Ara PBPlormed IOI, Spaclffc PurpOleB, Par11111, and Projacts Geotechnical engineers structure their services to meet the specific needs of their clients. A geotechnical engineering study conducted for a civil engi-neer may not fulfill the needs of a construction contractor or even another civil engineer. Because each geotechnical engineering study is unique, each geotechnical engineering report is unique, prepared sole/yfor the client. No one except you should rely on your geotechnical engineering report without first conferring with the geotechnical engineer who prepared it. And no one not even you -should apply the report for any purpose or project except the one originally contemplated.

Raad the Full Report Serious problems have occurred because those relying on a geotechnical engineering report did not read it all. Do not rely on an executive summary.

Do not read selected elements only.

A Gaotachnlcal l;Jlaln-RJIIIOft II 81118d

A Unlqm Sat DI ProJact*Spacllle Factors Geotechnical engineers consider a number of unique, project-specific fac-tors when establishing the scope of a study. Typical factors include: the client's goals, objectives, and risk management preferences; the general nature of the structure involved, its size, and configuration; the location of the structure on the site; and other planned or existing site improvements, such as access roads, parking lots, and underground utilities. Unless the geotechnical engineer who conducted the study specifically indicates oth-erwise, do not rely on a geotechnical engineering report that was:

not prepared for you,

not prepared for your project,

not prepared for the specific site explored, or

completed before important project changes were made.

Typical changes that can erode the reliability of an existing geotechnical engineering report include those that affect:

the function of the proposed structure, as when it's changed from a parking garage to an office building, or from a light industrial plant to a refrigerated warehouse,

elevation, configuration, location, orientation, or weight of the proposed structure,

composition of the design team, or

project ownership.

As a general rule, always inform your geotechnical engineer of project changes-even minor ones-and request an assessment of their impact.

Geotechnical engineers cannot accept responsibility or liability tor problems that occur because their reports do not consider developments of which they were not informed.

SubsUPlaca Condmons Can Change A geotechnical engineering report is based on conditions that existed at the time the study was performed. Do not rely on a geotechnical engineer-ing reportwhose adequacy may have been affected by: the passage of time; by man-made events, such as construction on or adjacent to the site; or by natural events, such as floods, earthquakes, or groundwater fluctua-tions. Always contact the geotechnical engineer before applying the report to determine if it is still reliable. A minor amount of additional testing or analysis could prevent major problems.

Molt Gaotachnlcal Rndlngs Ara ProleBllonal Opinions Site exploration identifies subsurface conditions only at those points where subsurface tests are conducted or samples are taken. Geotechnical engi-neers review field and laboratory data and then apply their professional judgment to render an opinion about subsurface conditions throughout the site. Actual subsurface conditions may differ-sometimes significantly-from those indicated in your report. Retaining the geotechnical engineer who developed your report to provide construction observation is the most effective method of managing the risks associated with unanticipated conditions.

A Report's Recommendations Ara /flat Roal Do not overrely on the construction recommendations included in your report. Those recommendations are not final, because geotechnical engi-neers develop them principally from judgment and opinion. Geotechnical engineers can finalize their recommendations only by observing actual

subsurface conditions revealed during construction. The geotechnical engineer who developed your report cannot assume responsibility or liability for the report's recommendations if that engineer does not perform construction observation.

I Geotachnlcal Engineering Report Is Subject to MislnlePpP8tatlan Other design team members' misinterpretation of geotechnical engineering reports has resulted in costly problems. Lower that risk by having your geo-technical engineer confer with appropriate members of the design team after submitting the report. Also retain your geotechnical engineer to review perti-nent elements of the design team's plans and specifications. Contractors can also misinterpret a geotechnical engineering report. Reduce that risk by having your geotechnical engineer participate in prebid and preconstruction conferences, and by providing construction observation.

Do Nol Redraw the EnglnaaP 11 Logs Geotechnical engineers prepare final boring and testing logs based upon their interpretation of field logs and laboratory data. To prevent errors or omissions, the logs included in a geotechnical engineering report should never be redrawn for inclusion in architectural or other design drawings.

Only photographic or electronic reproduction is acceptable, but recognize that separating Jogs from the report can elevate risk Give Contractors a COmplata Report and Guidance Some owners and design professionals mistakenly believe they can make contractors liable for unanticipated subsurface conditions by limiting what they provide for bid preparation. To help prevent costly problems, give con-tractors the complete geotechnical engineering report, but preface it with a clearly written letter of transmittal. In that letter, advise contractors that the report was not prepared for purposes of bid development and that the report's accuracy is limited; encourage them to confer with the geotechnical engineer who prepared the report (a modest fee may be required) and/or to conduct additional study to obtain the specific types of information they need or prefer. A prebid conference can also be valuable. Be sure contrac-tors have sufficient time to perform additional study. Only then might you be in a position to give contractors the best information available to you, while requiring them to at least share some of the financial responsibilities stemming from unanticipated conditions.

Raad Rasponslbllly Provisions Closely Some clients, design professionals, and contractors do not recognize that geotechnical engineering is far less exact than other engineering disci-plines. This lack of understanding has created unrealistic expectations that have led to disappointments, claims, and disputes. To help reduce the risk of such outcomes, geotechnical engineers commonly include a variety of explanatory provisions in their reports. Sometimes labeled "limitations" many of these provisions indicate where geotechnical engineers' responsi-bilities begin and end, to help others recognize their own responsibilities and risks. Read these provisions closely. Ask questions. Your geotechnical engineer should respond fully and frankly.

GeoanvlPOnmantal COIICBPDS 1Pa Not Cov8P8d The equipment, techniques, and personnel used to perform a geoenviron-menfEI study differ significantly from those used to perform a geotechnical study. For that reason, a geotechnical engineering report does not usually relate any geoenvironmental findings, conclusions, or recommendations; e.g., about the likelihood of encountering underground storage tanks or regulated contaminants. Unanticipated environmental problems have led to numerous project failures. If you have not yet obtained your own geoen-vironmental information, ask your geotechnical consultant for risk man-agement guidance. Do not rely on an environmental report prepared tor someone else.

Obtain Protaslonal lsslslalica To Dul with Mold Diverse strategies can be applied during building design, construction, operation, and maintenance to prevent significant amounts of mold from growing on indoor surfaces. To be effective, all such strategies should be devised for the express purpose of mold prevention, integrated into a com-prehensive plan, and executed with diligent oversight by a professional mold prevention consultant. Because just a small amount of water or moisture can lead to the development of severe mold infestations, a num-ber of mold prevention strategies focus on keeping building surfaces dry.

While groundwater, water infiltration, and similar issues may have been addressed as part of the geotechnical engineering study whose findings are conveyed in this report, the geotechnical engineer in charge of this project is not a mold prevention consultant; nons at lhB ssrvlcss psr-tonnsd in connection with ths geotschnical snglneer's study wem designed or conducted for lhs purposs of mold pmven-lion. Propsr lmplsmsntation of the recommsndations conveysd in this mport will not of Itself be suNlcient to pmvent mold tram growing in or on the stmcture Involved.

IIIIY, an Y* ISFE-Member Gaolachnclal Engll8ar for Addlllanal Asllllanca Membership in ASFE/f HE BEST PEOPLE ON EARTH exposes geotechnical engineers to a wide array of risk management techniques that can be of genuine benefit for everyone involved with a construction project. Confer with you ASFE-member geotechnical engineer for more information.

A S FE TIE IEIT PEIPlE II EIITI 8811 Colesville Road/Suite 6106, Silver Spring, MD 20910 Telephone: 301/565-2733 Facsimile: 301/589-2017 e-mail: info@asfe.org www.asfe.org Copyright 2004 by ASFE, Inc. Dupllcation, reproduction, or copying of this document, In whole or in part, by any means whatsoever. is strictly prohibited, except with ASFE's specific written permission. Excerpting, quoting, or otherwise extracting wording from this document is permitted only with the express written permission of ASFE, and only for purposes of scholarly research or book review. Only members of ASFE may use this document as a complement to or as an element of a geotechnical engineering report. Any other firm, individual, or other entity that so uses this document without being an ASFE member could be commitlng negligent or intentional (fraudulent) misrepresentation.

IIGER030815.0MRP

Geotechnical Exploration Lot 15, Discovery Ridge l Columbia, Missouri March 8, 2019 l Geotechnology Project No. J032982.01 FROM THE GROUND UP APPENDIX B - FIGURES Figure 1 - Site Location Figure 2 - Boring Locations Figure 3 - Stratigraphic Cross-Sections Figure 4 - Below-Grade Wall Schematic Drainage Detail

SITE 4,000 2,000 SCALE IN FEET 0

N NOTES

1. Plan adapted from a 7.5 minute U.S.G.S.

map for Columbia, Missouri quadrangle, last revised in 2015.

Drawn By: WAH Date: 2-7-19 Ck'd By: BJS Date: 3-8-19 App'vd By: DWG Date: 3-8-19 GEOTECHNOLOGY INC FROM THE GROUND UP Project Number J032982.01 Subsurface Exploration Lot 15, Discovery Ridge Columbia, Missouri SITE LOCATION AND TOPOGRAPHY FIGURE 1

LINE 1 LINE 2 LINE 3 LINE 4 LINE 5 LINE 6 LINE 7 LINE 11 LINE 12 LINE 2 LINE 3 LINE 4 LINE 5 LINE 6 LINE 7 LINE 8 LINE 9 LINE 10 LINE 11 LINE 12 LINE 13 LINE 13 LINE 14 LINE 14 799 798 807 801 802 803 804 805 806 807 808 809 810 811 812 813 814 808 809 811 812 813 814 796 797 798 799 800 801 802 803 804 806 805 804 803 802 795 794 808 809 810 809 810 811 812 813 814 808 809 810 809 810 811 812 813 813 812 811 810 809 803 804 805 806 807 808 809 810 811 812 813 814 815 816 817 818 819 820 821 809 810 812814 816818 820 812 814 816 818 820 822 822 814 813 812 811 810 809 808 807 805 806 807 808 809 810 811 812 813 814 815 816 817 815 823 818 819 820 821 822 822 818 816 814 812 808 809 810 811 811 812 813 814 815 816 817 823 813 812 811 810 809 808 807 806 805 804 803 802 801 800 799 798 816 815 814 813 812 811 810 809 808 806 807 805 804 803 802 801 811 810 809 808 807 806 805 804 803 802 801 800 799 797 796 797 798 799 800 801 802 803 807 806 806 806 LINE 15 Proposed Building Proposed Building LINE 15 LINE 8 LINE 9 LINE 10 DISCOVERY DRIVE B'

B A

A' B-1 B-2 B-3 B-4 B-5 B-6 B-7 B-8 B-9 B-10 B-11 B-12 B-13 B-14 B-15 B-16 B-17 B-21 B-18 B-19 B-20 B-22 B-23 B-24 B-25 B-26 B-27 B-28 B-29 B-30 B-31 B-32 B-33 B-34 B-35 B-36 B-37 B-38 B-39 B-5 LINE 1 200 100 0

SCALE IN FEET N

Drawn By: WAH Date: 3-1-19 GEOTECHNOLOGY INC FROM THE GROUND UP Project Number J032982.01 Subsurface Exploration Lot 15, Discovery Ridge Columbia, Missouri AERIAL PHOTOGRAPH OF SITE AND EXPLORATION LOCATIONS FIGURE 2 NOTES

1. Plan adapted from a July 20, 2017 aerial photograph courtesy of Google Earth and an undated, untitled, electronic drawing supplied by the project surveyor.

2. Borings and electrical resistivity survey lines were staked in the field by the project surveyor.

LEGEND Boring Location Previous Boring by Others Geologic Cross-Section (See Plates 3 and 4)

Electrical Resistivity Survey Line Ck'd By: BJS Date: 3-8-19 App'vd By: DWG Date: 3-8-19

Qu 2

42 19 1.85 16 (60,16) 16 17 16 16 12 8

9 9

(116) 17 15 16 12 56 50/4" B-2 21 24 18 19 (55,16) 16 12 9

14 14 23 19 B-10 Qu 2

20 24 1.17 18 20 17 16 6

8 12 (112) 14 24 18 15 50/1" B-16 Qu 2

19 23 17 19 1.42 17 (51,14) 13 16 9

9 21 19 (113) 23 67 33 95 45 100 57 B-19 20 17 18 19 20 13 6

9 16 13 12 26 100 0

83 45 98 86 B-23 825 820 815 810 805 800 795 790 785 780 775 770 765 760 ELEVATION (Feet)

Limits of Proposed Building Assumed F.F.

825 820 815 810 805 800 795 790 785 780 775 770 765 760 ELEVATION (Feet)

Elev. - 790.0 A

NORTHWEST A'

SOUTHEAST Drawn By: WAH Date: 2-27-19 GEOTECHNOLOGY INC FROM THE GROUND UP Project Number J032982.01 Subsurface Exploration Lot 15, Discovery Ridge Columbia, Missouri GENERALIZED SUBSURFACE CROSS-SECTION A-A' FIGURE 3 Top Soil 0.73 (58,31)

KEY TO TEST DATA NOTES

1. See PLATE 2 for location of Subsurface Profile A-A'.

2. Data concerning subsurface conditions were obtained at boring locations only.

Actual conditions at locations between borings could differ from the generalized profile shown here.

Natural Water Content in Percent Liquid and Plastic Limits Shear Strength in TSF from Unconfined Compression Test Qu 2

Groundwater Elevation Observed at Time of Drilling Dry Unit Weight in Pounds per Cubic Foot Standard Penetration Test Resistance (No. of Blows of a 140-lb. Hammer Dropping 30-in.

Required to Drive a 2-in. O.D. Split Spoon One Foot or Indicated Depth - "S" Denotes Seating) 9 (97) 21 SCALE IN FEET Vertical 1" = 10' KEY TO BOREHOLE SYMBOLS Horizontal 1" = 30' Limestone Clay Sandy Silt Percent Core Recovery R.Q.D.*

R.Q.D. Denotes Modified Core Recovery Percentage in Which Only Pieces of Sound Core Over 4 Inches Long are Counted as Recovery 83 100 Shale Silty Clay Sand Sandy Silty Clay HORIZONTAL SCALE IN FEET 0

30 60 Ck'd By: BJS Date: 3-8-19 App'vd By: DWG Date: 3-8-19

Qu 2

20 24 1.17 18 20 17 16 6

8 12 (112) 14 24 18 15 50/1" B-16 Qu 2

35 19 22 (60,17) 0.75 19 23 18 12 6

11 13 11 (110) 11 0

0 80 48 75 23 B-21 20 31 22 18 17 18 12 7

8 11 14 15 17 14 23 50/5" B-20 20 20 18 18 17 18 7

13 9

14 13 23 16 20 100 100 100 50 100 29 B-15 23 20 17 17 18 17 9

7 19 17 16 22 B-14 20 22 (57,16) 17 18 20 18 7

14 17 12 20 B-18 825 825 820 820 815 815 810 810 805 805 800 800 795 795 790 790 785 785 780 780 775 775 770 770 765 765 760 760 ELEVATION (Feet)

ELEVATION (Feet)

Limits of Proposed Building Assumed F.F. Elev. - 790.0 B

SOUTHWEST B'

NORTHEAST Drawn By: WAH Date: 2-27-19 GEOTECHNOLOGY INC FROM THE GROUND UP Project Number J032982.01 Subsurface Exploration Lot 15, Discovery Ridge Columbia, Missouri GENERALIZED SUBSURFACE CROSS-SECTION B-B' FIGURE 4 Top Soil 0.73 (58,31)

KEY TO TEST DATA NOTES

1. See PLATE 2 for location of Subsurface Profile B-B'.

2. Data concerning subsurface conditions were obtained at boring locations only.

Actual conditions at locations between borings could differ from the generalized profile shown here.

Natural Water Content in Percent Liquid and Plastic Limits Shear Strength in TSF from Unconfined Compression Test Qu 2

Groundwater Elevation Observed at Time of Drilling Dry Unit Weight in Pounds per Cubic Foot Standard Penetration Test Resistance (No. of Blows of a 140-lb. Hammer Dropping 30-in.

Required to Drive a 2-in. O.D. Split Spoon One Foot or Indicated Depth - "S" Denotes Seating) 9 (97) 21 SCALE IN FEET Vertical 1" = 10' KEY TO BOREHOLE SYMBOLS Horizontal 1" = 30' Limestone Clay Sandy Silt Percent Core Recovery R.Q.D.*

R.Q.D. Denotes Modified Core Recovery Percentage in Which Only Pieces of Sound Core Over 4 Inches Long are Counted as Recovery 83 100 Shale Silty Clay Sand Sandy Silty Clay HORIZONTAL SCALE IN FEET 0

30 60 Ck'd By: BJS Date: 3-8-19 App'vd By: DWG Date: 3-8-19

SCHEMATIC DRAINAGE DETAIL BELOW-GRADE WALL Drawn By: WAH GEOTECHNOLOGY INC FROM THE GROUND UP Project Number Date: 2-27-19 Native Soil or Compacted Fill NOT TO SCALE Floor Slab Vapor Retarder Crushed Rock or Gravel Damp Proofing Drainage Mat or 6-inch Thick Permeable Granular Backfill Wrapped in Fabric Below-Grade Wall COBBLES GRAIN SIZE IN MILLIMETERS DRAIN FILTER GRADATION GRAVEL COARSE FINE MEDIUM COARSE SAND 100 50 10 5

1 0

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

3 U.S. STANDARD SIEVE OPENING IN INCHES PERCENT FINER BY WEIGHT 6

4 U.S. STANDARD SIEVE NUMBERS 3

4 1

2 1

8 2

8 1

5 3

3 4

10 6

8 14 16 20 PERCENT COARSER BY WEIGHT Acceptable Gradation Limits Slope to Drain Compacted Soil Backfill Pavement or 1-foot (Min.) Thick Compacted Cohesive Soil Cap Drain Filter Gravel (See Gradation Curve)

Drain Pipe Filter Fabric Temporary Excavation Back Slope (See Note 7)

NOTE For perforations larger than 3/8-inch use 1-inch clean rock.

NOTES

1. 4-inch or larger, Sch. 40 PVC drain pipe or equivalent with 1/4-inch to 3/8-inch perforations.

2. Perforations positioned downward.

3. Location and invert of pipe as required for drainage.

4. Route drain pipe to daylight to outside slope.

5. Cleanouts advisable at changes of direction.

6. As an alternate, ASTM D2729 sewer pipe may be used in conjunction with 1-inch clean filter rock and filter fabric.

7. A minimum 45-degree back slope may be required if the structural engineer designs the wall using lateral pressures for a granular backfill.

J032982.01 Subsurface Exploration Lot 15, Discovery Ridge Columbia, Missouri FIGURE 5 Ck'd By: BJS Date: 3-8-19 App'vd By: DWG Date: 3-8-19

0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 340 360 690 700 710 720 730 740 750 760 770 DISTANCE (Feet)

ELEVATION (Feet) 780 790 800 810 820 690 700 710 720 730 740 750 760 770 ELEVATION (Feet) 780 790 800 810 820 400 420 440 460 480 500 520 540 380 B-7 B-6 B-5 B-4 SOUTHWEST NORTHEAST S.R.

S.R.

A.R.

SCALE IN FEET 20 0

40 80 Drawn By: WAH Date: 3-8-19 Ck'd By: JCD Date: 3-8-19 App'vd By: DWL Date: 3-8-19 GEOTECHNOLOGY INC FROM THE GROUND UP Project Number J032982.01 Subsurface Exploration Lot 15, Discovery Ridge Columbia, Missouri ELECTRICAL RESISTIVITY PROFILE LINE 4 FIGURE 6 NOTES

1. See PLATE 2 for location of electrical resistivity Line 4.

2. The interpreted approximate top of competent rock is designated by the 32 ohm-m contour. This interpretation is based on correlating boring log information with resistivity contours.

LEGEND Cohesive Soils Shale 6

9 11 14 17 21 26 32 40 49 61 76 94 117 145 180 223 RESISTIVITY (ohm-m)

Limestone Auger Refusal A.R.

Sampler Refusal S.R.

Interpreted Top of Competent Rock

0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 340 360 690 700 710 720 730 740 750 760 770 DISTANCE (Feet)

ELEVATION (Feet) 780 790 800 810 820 690 700 710 720 730 740 750 760 770 ELEVATION (Feet) 780 790 800 810 820 400 420 440 460 480 500 520 540 380 B-13 B-12 B-11 B-10 B-9 B-8 A.R.

A.R.

SOUTHWEST NORTHEAST S.R.

SCALE IN FEET 20 0

40 80 Drawn By: WAH GEOTECHNOLOGY INC FROM THE GROUND UP Project Number J032982.01 Subsurface Exploration Lot 15, Discovery Ridge Columbia, Missouri ELECTRICAL RESISTIVITY PROFILE LINE 6 FIGURE 7 6

9 11 14 17 21 26 32 40 49 61 76 94 117 145 180 223 RESISTIVITY (ohm-m)

Date: 3-8-19 LEGEND Cohesive Soils Shale Limestone Auger Refusal A.R.

Sampler Refusal S.R.

Ck'd By: JCD Date: 3-8-19 App'vd By: DWL Date: 3-8-19 NOTES

1. See PLATE 2 for location of electrical resistivity Line 4.

2. The interpreted approximate top of competent rock is designated by the 32 ohm-m contour. This interpretation is based on correlating boring log information with resistivity contours.

Interpreted Top of Competent Rock

0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 340 360 685 695 705 715 725 735 745 755 765 DISTANCE (Feet)

ELEVATION (Feet) 775 785 795 805 815 685 695 705 715 725 735 745 755 765 ELEVATION (Feet) 775 785 795 805 815 400 420 440 460 480 500 520 540 380 B-24 B-23 B-22 A.R.

A.R.

SOUTHWEST NORTHEAST SCALE IN FEET 20 0

40 80 Drawn By: WAH GEOTECHNOLOGY INC FROM THE GROUND UP Project Number J032982.01 Subsurface Exploration Lot 15, Discovery Ridge Columbia, Missouri ELECTRICAL RESISTIVITY PROFILE LINE 11 FIGURE 8 6

9 11 14 17 21 26 32 40 49 61 76 94 117 145 180 223 RESISTIVITY (ohm-m)

Date: 3-8-19 LEGEND Cohesive Soils Shale Limestone Auger Refusal A.R.

Sampler Refusal S.R.

Ck'd By: JCD Date: 3-8-19 App'vd By: DWL Date: 3-8-19 NOTES

1. See PLATE 2 for location of electrical resistivity Line 4.

2. The interpreted approximate top of competent rock is designated by the 32 ohm-m contour. This interpretation is based on correlating boring log information with resistivity contours.

Interpreted Top of Competent Rock

7 17 40 94 223 RESISTIVITY (ohm-m) 0 50 100 150 200 250 300 350 400 450 500 550 0

50 100 150 200 700 720 740 760 780 800 820 ELEVATION (Feet)

DISTANCE (Feet)

NORTHWEST SOUTHEAST 3D AVERAGE ROCK SURFACE Drawn By: WAH Date: 3-8-19 GEOTECHNOLOGY INC FROM THE GROUND UP Project Number J032982.01 Subsurface Exploration Lot 15, Discovery Ridge Columbia, Missouri 3D ELECTRICAL RESISTIVITY MODEL SOUTHEAST TO NORTHWEST FIGURE 9 Ck'd By: JCD Date: 3-8-19 App'vd By: DWL Date: 3-8-19 NOTES

1. The interpreted approximate top of competent rock is designated by the 32 ohm-m contour. This interpretation is based on correlating boring log information with resistivity contours.

7 17 40 94 223 RESISTIVITY (ohm-m) 0 50 100 150 200 0

50 100 150 200 250 300 350 400 450 500 550 700 720 740 760 780 800 820 DISTANCE (Feet)

DISTANCE (Feet)

ELEVATION (Feet)

NORTHEAST SOUTHWEST 3D AVERAGE ROCK SURFACE Drawn By: WAH Date: 3-8-19 GEOTECHNOLOGY INC FROM THE GROUND UP Project Number J032982.01 Subsurface Exploration Lot 15, Discovery Ridge Columbia, Missouri 3D ELECTRICAL RESISTIVITY MODEL SOUTHWEST TO NORTHEAST FIGURE 10 Ck'd By: JCD Date: 3-8-19 App'vd By: DWL Date: 3-8-19 NOTES

1. The interpreted approximate top of competent rock is designated by the 32 ohm-m contour. This interpretation is based on correlating boring log information with resistivity contours.

0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250 260 270 280 290 300 310 320 330 340 350 360 740 750 760 770 780 790 800 810 820 740 750 760 770 780 790 800 810 820 DISTANCE (Feet)

ELEVATION (Feet)

SOUTHEAST NORTHWEST Electric Fence B-28 SCALE IN FEET 0

30 60 Drawn By: WAH GEOTECHNOLOGY INC FROM THE GROUND UP Project Number J032982.01 Subsurface Exploration Lot 15, Discovery Ridge Columbia, Missouri ELECTRICAL RESISTIVITY PROFILE LINE 13 FIGURE 11 6

9 11 14 17 21 26 32 40 49 61 76 94 117 145 180 223 RESISTIVITY (ohm-m)

Date: 3-8-19 LEGEND Cohesive Soils Shale Limestone Auger Refusal A.R.

Sampler Refusal S.R.

Ck'd By: JCD Date: 3-8-19 App'vd By: DWL Date: 3-8-19 NOTES

1. See PLATE 2 for location of electrical resistivity Line 4.

2. The interpreted approximate top of competent rock is designated by the 32 ohm-m contour. This interpretation is based on correlating boring log information with resistivity contours.

Interpreted Top of Competent Rock

0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250 260 270 280 290 300 310 320 330 340 350 360 725 735 745 755 765 775 785 795 805 725 735 745 755 765 775 785 795 805 DISTANCE (Feet)

ELEVATION (Feet)

NORTHWEST SOUTHEAST B-31 B-30 A.R.

A.R.

SCALE IN FEET 0

30 60 Drawn By: WAH GEOTECHNOLOGY INC FROM THE GROUND UP Project Number J032982.01 Subsurface Exploration Lot 15, Discovery Ridge Columbia, Missouri ELECTRICAL RESISTIVITY PROFILE LINE 14 FIGURE 12 6

9 11 14 17 21 26 32 40 49 61 76 94 117 145 180 223 RESISTIVITY (ohm-m)

Date: 3-8-19 LEGEND Cohesive Soils Shale Limestone Auger Refusal A.R.

Sampler Refusal S.R.

Ck'd By: JCD Date: 3-8-19 App'vd By: DWL Date: 3-8-19 NOTES

1. See PLATE 2 for location of electrical resistivity Line 4.

2. The interpreted approximate top of competent rock is designated by the 32 ohm-m contour. This interpretation is based on correlating boring log information with resistivity contours.

Interpreted Top of Competent Rock

0 40 80 120 160 200 240 280 320 360 685 705 725 745 765 DISTANCE (Feet)

ELEVATION (Feet) 785 805 685 705 725 745 765 785 805 400 440 480 520 560 600 640 720 760 800 840 680 880 920 ELEVATION (Feet)

B-33 B-34 B-35 B-36 A.R.

SOUTHWEST NORTHEAST A.R.

SCALE IN FEET 0

40 80 160 Drawn By: WAH GEOTECHNOLOGY INC FROM THE GROUND UP Project Number J032982.01 Subsurface Exploration Lot 15, Discovery Ridge Columbia, Missouri ELECTRICAL RESISTIVITY PROFILE LINE 15 FIGURE 13 6

9 11 14 17 21 26 32 40 49 61 76 94 117 145 180 223 RESISTIVITY (ohm-m)

Date: 3-8-19 LEGEND Cohesive Soils Shale Limestone Auger Refusal A.R.

Sampler Refusal S.R.

Ck'd By: JCD Date: 3-8-19 App'vd By: DWL Date: 3-8-19 NOTES

1. See PLATE 2 for location of electrical resistivity Line 4.

2. The interpreted approximate top of competent rock is designated by the 32 ohm-m contour. This interpretation is based on correlating boring log information with resistivity contours.

Interpreted Top of Competent Rock

Geotechnical Exploration Lot 15, Discovery Ridge l Columbia, Missouri March 8, 2019 l Geotechnology Project No. J032982.01 FROM THE GROUND UP APPENDIX C - ARCHIVAL BORING Archival Boring Logs, Terracon

21 785 788 793 797 802 3

18 LEAN CLAY: brown, trace gray, stiff 16 31 24 119 91 98 19 13 19 21 12 804.7 4000*

4000*

7000*

4000*

7500*

4" TOPSOIL:

BOTTOM OF BORING AT 20 FEET FAT CLAY: reddish brown and light gray, trace sand and gravel, possible cobbles, very stiff (Glacial Drift)

SANDY LEAN TO FAT CLAY: reddish brown and light gray, trace gravel, possible cobbles, stiff (Glacial Drift)

FAT CLAY: reddish brown and light gray, trace sand and gravel, possible cobbles, very stiff (Glacial Drift)

FAT CLAY: gray with red, stiff 4

16 ST 8

3 2

1 CH CL CH CH CH CL SS PA PA 5

PA ST ST PA ST Exhibit A-9 CLIENT ATTERBERG LIMITS (LL,PL,PI)

ENGINEER JOB #

WATER LEVEL OBSERVATIONS, ft Approximate Surface Elevation:

0.3 BORING STARTED Boring Location: Between Lot 14 & Lot 15 RIG Discovery Ridge - Certified Site Program GRAPHIC LOG Discovery Ridge 09105094 JMK Page 1 of 1 WL WL BOREHOLE W FIGURE NO 09105094.GPJ GINT_001.GDT 2/18/11

Calibrated Hand Penetrometer

- CME 140H SPT automatic hammer PROJECT between soil and rock types: in-situ, the transition may be gradual.

SITE The stratification lines represent the approximate boundary lines BORING COMPLETED SB 12-28-10 Columbia, Missouri 12-28-10 12 805 ft FOREMAN Trabue Hansen & Hinshaw, Inc.

16.5 WS Trabue Hansen & Hinshaw, Inc.

BORING LOG NO. B-5 AB 31, 21, 10 SPT - N **

BLOWS / ft.

5 10 15 20 UNCONFINED STRENGTH, ksf 805 ft TESTS 20 17 12 DESCRIPTION 550X APPROVED DRY UNIT WT pcf RECOVERY, in.

NUMBER TYPE DEPTH, ft.

WATER CONTENT, %

USCS SYMBOL SAMPLES

Geotechnical Exploration Lot 15, Discovery Ridge l Columbia, Missouri March 8, 2019 l Geotechnology Project No. J032982.01 FROM THE GROUND UP APPENDIX D - BORING INFORMATION Boring Logs Boring Log Terms and Symbols Rock Core Descriptions

Topsoil - 6 inches Stiff to medium stiff, gray, LEAN CLAY, trace roots - CL Stiff, gray, FAT CLAY, trace sand - CH Stiff, gray, LEAN CLAY, some sand - (CL)

Very stiff, gray, sandy SILT, trace gravel - ML Soft, SHALE Strong, gray, very finely crystalline LIMESTONE Weak, gray, thin bedded SHALE Medium strong, gray, very finely crystalline, medium bedded, highly weathered LIMESTONE with shale layers core loss - 3 inches Medium strong, gray to greenish-gray, very finely crystalline, thin bedded, highly weathered, argillaceous LIMESTONE core loss - 5 inches Boring terminated at 48 feet.

SS1 SS2 SS3 SS4 ST5 SS6 NQ1 NQ2 NQ3 Lower Level Finished Floor approximately El 790 90%

0%

90%

12%

100%/28%

3-3-6 2-3-5 4-6-7 3-5-7 6-10-10 115 SAMPLES 5

10 15 20 25 30 35 40 45 LOG OF BORING: B-1 NAVD 88 Project No. J032982.01 2/2/19 AUGER 3 3/4" HOLLOW STEM WASHBORING FROM FEET ALL DRILLER JAS LOGGER D-50 DRILL RIG HAMMER TYPE Auto GROUNDWATER DATA NOTE: STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARIES BETWEEN SOIL TYPES AND THE TRANSITION MAY BE GRADUAL. GRAPHIC LOG FOR ILLUSTRATION PURPOSES ONLY.

DESCRIPTION OF MATERIAL 810.40 DEPTH IN FEET DRILLING DATA Checked by:

Date:

ENCOUNTERED AT 24 FEET Datum:

Completion Date:

Surface Elevation:

App'vd. by:

Date:

Drawn by: KLR Date: 2/11/19 Geotechnical Exploration Lot 15, Discovery Ridge Columbia, Missouri REMARKS:

LOG OF BORING 2002 N/E J032982.01 - NWMI.GPJ 00 CLONE ME.GPJ 3/11/19 0.5 1.0 1.5 2.0 2.5 LL

- QU/2 PL

- UU/2

- SV 10 20 30 40 50 WATER CONTENT, %

SHEAR STRENGTH, tsf STANDARD PENETRATION RESISTANCE N-VALUE (BLOWS PER FOOT)

(ASTM D 1586)

DRY UNIT WEIGHT (pcf)

SPT BLOW COUNTS CORE RECOVERY/RQD GRAPHIC LOG

Topsoil - 6 inches Stiff, gray and brown, LEAN CLAY - CL Very stiff, gray and brown, FAT CLAY, some sand, trace gravel - (CH)

Very stiff to stiff, gray and brown, FAT CLAY - CH (TILL)

Reddish-brown and gray, sandy Medium dense, brown, fine SAND - SP Soft, gray and red, weathered SHALE Auger refusal at 34.5 feet.

SS1 SS2 ST3 SS4 SS5 SS6 SS7 SS8 SS9 Lower Level Finished Floor approximately El 790 3-3-6 3-4-5 4-7-10 3-6-9 5-7-9 3-5-7 9-18-38 30-50/4" 116 SAMPLES 5

10 15 20 25 30 35 40 45 LOG OF BORING: B-2 NAVD 88 Project No. J032982.01 1/29/19 AUGER 3 3/4" HOLLOW STEM WASHBORING FROM FEET BCS DRILLER KLR LOGGER CME 550x DRILL RIG HAMMER TYPE Auto GROUNDWATER DATA NOTE: STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARIES BETWEEN SOIL TYPES AND THE TRANSITION MAY BE GRADUAL. GRAPHIC LOG FOR ILLUSTRATION PURPOSES ONLY.

DESCRIPTION OF MATERIAL 808.30 DEPTH IN FEET DRILLING DATA Checked by:

Date:

X FREE WATER NOT ENCOUNTERED DURING DRILLING Datum:

Completion Date:

Surface Elevation:

App'vd. by:

Date:

Drawn by: KLR Date: 2/11/19 Geotechnical Exploration Lot 15, Discovery Ridge Columbia, Missouri REMARKS:

LOG OF BORING 2002 N/E J032982.01 - NWMI.GPJ 00 CLONE ME.GPJ 3/11/19 0.5 1.0 1.5 2.0 2.5 LL

- QU/2 PL

- UU/2

- SV 10 20 30 40 50 WATER CONTENT, %

SHEAR STRENGTH, tsf STANDARD PENETRATION RESISTANCE N-VALUE (BLOWS PER FOOT)

(ASTM D 1586)

DRY UNIT WEIGHT (pcf)

SPT BLOW COUNTS CORE RECOVERY/RQD GRAPHIC LOG 60

Topsoil - 6 inches Soft, brown, LEAN CLAY - CL Medium stiff, brown, FAT CLAY - CH Stiff to very stiff, gray and brown, FAT CLAY - CH (TILL)

Medium stiff, brown and gray SILT - ML Medium stiff, gray and brown, sandy, FAT CLAY - CH Soft, gray and orange, weathered SHALE Very weak, gray and pink, thin to medium bedded SHALE Weak, black, aphanitic, medium bedded, SHALE Very weak, gray to greenish-gray, thin bedded SHALE weathered limestone seam - 3 inches Medium strong, gray to greenish-gray, finely crystalline, medium bedded, argillaceous LIMESTONE with interbedded shale Boring terminated at 44.5 feet.

SS1 SS2 SS3 SS4 SS5 SS6 NQ1 NQ2 NQ3 Lower Level Finished Floor approximately El 790 100%

30%

100%

26%

100%/44%

2-2-2 2-3-5 3-5-7 5-8-11 3-6-5 5-10-13 SAMPLES 5

10 15 20 25 30 35 40 45 LOG OF BORING: B-3 NAVD 88 Project No. J032982.01 2/1/19 AUGER 3 3/4" HOLLOW STEM WASHBORING FROM FEET BCS DRILLER KLR LOGGER CME 550x DRILL RIG HAMMER TYPE Auto GROUNDWATER DATA NOTE: STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARIES BETWEEN SOIL TYPES AND THE TRANSITION MAY BE GRADUAL. GRAPHIC LOG FOR ILLUSTRATION PURPOSES ONLY.

DESCRIPTION OF MATERIAL 806.10 DEPTH IN FEET DRILLING DATA Checked by:

Date:

ENCOUNTERED AT 19 FEET Datum:

Completion Date:

Surface Elevation:

App'vd. by:

Date:

Drawn by: KLR Date: 2/11/19 Geotechnical Exploration Lot 15, Discovery Ridge Columbia, Missouri REMARKS:

LOG OF BORING 2002 N/E J032982.01 - NWMI.GPJ 00 CLONE ME.GPJ 3/11/19 0.5 1.0 1.5 2.0 2.5 LL

- QU/2 PL

- UU/2

- SV 10 20 30 40 50 WATER CONTENT, %

SHEAR STRENGTH, tsf STANDARD PENETRATION RESISTANCE N-VALUE (BLOWS PER FOOT)

(ASTM D 1586)

DRY UNIT WEIGHT (pcf)

SPT BLOW COUNTS CORE RECOVERY/RQD GRAPHIC LOG

Topsoil - 6 inches Medium stiff, brown and gray, LEAN CLAY - CL Very stiff to stiff, brown and gray, FAT CLAY - CH (TILL)

Very stiff, sandy Medium dense, gray, fine SAND - SP Soft, gray, clayey SHALE Split-spoon refusal at 32.5 feet.

SS1 SS2 SS3 SS4 SS5 SS6 SS7 SS8 Lower Level Finished Floor approximately El 790 4-4-4 2-3-5 4-7-10 3-7-16 3-6-8 4-10-13 7-9-10 18-37-50 SAMPLES 5

10 15 20 25 30 35 40 45 LOG OF BORING: B-4 NAVD 88 Project No. J032982.01 1/29/19 AUGER 3 3/4" HOLLOW STEM WASHBORING FROM FEET ALL DRILLER AAO LOGGER D-50 DRILL RIG HAMMER TYPE Auto GROUNDWATER DATA NOTE: STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARIES BETWEEN SOIL TYPES AND THE TRANSITION MAY BE GRADUAL. GRAPHIC LOG FOR ILLUSTRATION PURPOSES ONLY.

DESCRIPTION OF MATERIAL 813.50 DEPTH IN FEET DRILLING DATA Checked by:

Date:

X FREE WATER NOT ENCOUNTERED DURING DRILLING Datum:

Completion Date:

Surface Elevation:

App'vd. by:

Date:

Drawn by: KLR Date: 2/11/19 Geotechnical Exploration Lot 15, Discovery Ridge Columbia, Missouri REMARKS:

LOG OF BORING 2002 N/E J032982.01 - NWMI.GPJ 00 CLONE ME.GPJ 3/11/19 0.5 1.0 1.5 2.0 2.5 LL

- QU/2 PL

- UU/2

- SV 10 20 30 40 50 WATER CONTENT, %

SHEAR STRENGTH, tsf STANDARD PENETRATION RESISTANCE N-VALUE (BLOWS PER FOOT)

(ASTM D 1586)

DRY UNIT WEIGHT (pcf)

SPT BLOW COUNTS CORE RECOVERY/RQD GRAPHIC LOG 87

Topsoil - 6 inches Stiff, brown, LEAN CLAY - CL Stiff to very stiff, brown and gray, FAT CLAY, some sand -

CH Reddish-brown and gray Red and brown, sandy Soft, SHALE Strong, gray, very finely crystalline, thin bedded LIMESTONE Weak, gray and brown, moderately weathered SHALE with limestone inclusions Brown, fine to medium grained, moderately weathered SANDSTONE Weak, bluish-gray, SHALE with limestone inclusions Boring terminated at 45.5 feet.

SS1 SS2 SS3 SS4 SS5 SS6 NQ1 NQ2 NQ3 Lower Level Finished Floor approximately El 790 100%

94%

100%

60%

100%/33%

2-4-6 3-5-7 4-8-12 3-5-8 4-8-11 6-7-11 SAMPLES 5

10 15 20 25 30 35 40 45 LOG OF BORING: B-5 NAVD 88 Project No. J032982.01 2/2/19 AUGER 3 3/4" HOLLOW STEM WASHBORING FROM FEET ALL DRILLER AAO LOGGER D-50 DRILL RIG HAMMER TYPE Auto GROUNDWATER DATA NOTE: STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARIES BETWEEN SOIL TYPES AND THE TRANSITION MAY BE GRADUAL. GRAPHIC LOG FOR ILLUSTRATION PURPOSES ONLY.

DESCRIPTION OF MATERIAL 809.90 DEPTH IN FEET DRILLING DATA Checked by:

Date:

ENCOUNTERED AT 24 FEET Datum:

Completion Date:

Surface Elevation:

App'vd. by:

Date:

Drawn by: KLR Date: 2/11/19 Geotechnical Exploration Lot 15, Discovery Ridge Columbia, Missouri REMARKS:

LOG OF BORING 2002 N/E J032982.01 - NWMI.GPJ 00 CLONE ME.GPJ 3/11/19 0.5 1.0 1.5 2.0 2.5 LL

- QU/2 PL

- UU/2

- SV 10 20 30 40 50 WATER CONTENT, %

SHEAR STRENGTH, tsf STANDARD PENETRATION RESISTANCE N-VALUE (BLOWS PER FOOT)

(ASTM D 1586)

DRY UNIT WEIGHT (pcf)

SPT BLOW COUNTS CORE RECOVERY/RQD GRAPHIC LOG

Topsoil - 6 inches Medium stiff, brown, red, and gray, LEAN CLAY - CL Stiff to very stiff, gray and brown, FAT CLAY - (CH) (TILL)

Orange, sandy gray and brown, some sand Soft, tan and white, weathered SHALE Split-spoon refusal at 29.5 feet.

SS1 SS2 SS3 SS4 SS5 SS6 SS7 Lower Level Finished Floor approximately El 790 1-2-3 2-3-5 4-4-8 4-6-8 5-7-14 4-9-7 18-39

-50/4" SAMPLES 5

10 15 20 25 30 35 40 45 LOG OF BORING: B-6 NAVD 88 Project No. J032982.01 1/29/19 AUGER 3 3/4" HOLLOW STEM WASHBORING FROM FEET BCS DRILLER KLR LOGGER CME 550x DRILL RIG HAMMER TYPE Auto GROUNDWATER DATA NOTE: STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARIES BETWEEN SOIL TYPES AND THE TRANSITION MAY BE GRADUAL. GRAPHIC LOG FOR ILLUSTRATION PURPOSES ONLY.

DESCRIPTION OF MATERIAL 807.5 DEPTH IN FEET DRILLING DATA Checked by:

Date:

X FREE WATER NOT ENCOUNTERED DURING DRILLING Datum:

Completion Date:

Surface Elevation:

App'vd. by:

Date:

Drawn by: KLR Date: 2/11/19 Geotechnical Exploration Lot 15, Discovery Ridge Columbia, Missouri REMARKS:

LOG OF BORING 2002 N/E J032982.01 - NWMI.GPJ 00 CLONE ME.GPJ 3/11/19 0.5 1.0 1.5 2.0 2.5 LL

- QU/2 PL

- UU/2

- SV 10 20 30 40 50 WATER CONTENT, %

SHEAR STRENGTH, tsf STANDARD PENETRATION RESISTANCE N-VALUE (BLOWS PER FOOT)

(ASTM D 1586)

DRY UNIT WEIGHT (pcf)

SPT BLOW COUNTS CORE RECOVERY/RQD GRAPHIC LOG 69

Topsoil - 6 inches Soft, brown, LEAN CLAY, trace roots - CL Stiff to very stiff, brown and gray, FAT CLAY -(CH)

Brown and gray, fine to medium SAND - SP Medium stiff, brown SILT - ML Soft, gray, weathered SHALE Very weak, gray, thin bedded SHALE Core loss Weak, gray and pink, thin to medium bedded SHALE Boring terminated at 39 feet.

SS1 SS2 SS3 ST4 SS5 SS6 NQ1 NQ2 NQ3 Lower Level Finished Floor approximately El 790 100%

0%

72%

28%

100%

86%

2-1-2 2-3-7 4-7-9 4-3-5 10-18-23 107 SAMPLES 5

10 15 20 25 30 35 40 45 LOG OF BORING: B-7 NAVD 88 Project No. J032982.01 2/1/19 AUGER 3 3/4" HOLLOW STEM WASHBORING FROM FEET BCS DRILLER KLR LOGGER CME 550x DRILL RIG HAMMER TYPE Auto GROUNDWATER DATA NOTE: STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARIES BETWEEN SOIL TYPES AND THE TRANSITION MAY BE GRADUAL. GRAPHIC LOG FOR ILLUSTRATION PURPOSES ONLY.

DESCRIPTION OF MATERIAL 803.60 DEPTH IN FEET DRILLING DATA Checked by:

Date:

X FREE WATER NOT ENCOUNTERED DURING DRILLING Datum:

Completion Date:

Surface Elevation:

App'vd. by:

Date:

Drawn by: KLR Date: 2/11/19 Geotechnical Exploration Lot 15, Discovery Ridge Columbia, Missouri REMARKS:

LOG OF BORING 2002 N/E J032982.01 - NWMI.GPJ 00 CLONE ME.GPJ 3/11/19 0.5 1.0 1.5 2.0 2.5 LL

- QU/2 PL

- UU/2

- SV 10 20 30 40 50 WATER CONTENT, %

SHEAR STRENGTH, tsf STANDARD PENETRATION RESISTANCE N-VALUE (BLOWS PER FOOT)

(ASTM D 1586)

DRY UNIT WEIGHT (pcf)

SPT BLOW COUNTS CORE RECOVERY/RQD GRAPHIC LOG 71

Topsoil - 6 inches Stiff, brown, FAT CLAY - CH Very stiff, gray, brown, and red, LEAN CLAY - CL Very stiff, gray, sandy, LEAN CLAY, little sand - (CL)

Very stiff, brown and gray, FAT CLAY - CH (TILL)

Sandy Soft, red and gray SHALE Auger refusal at 35.5 feet.

SS1 SS2 ST3 SS4 SS5 SS6 SS7 SS8 Lower Level Finished Floor approximately El 790 3-4-6 4-12-13 3-6-9 4-7-9 4-8-10 5-7-13 11-21-33 113 SAMPLES 5

10 15 20 25 30 35 40 45 LOG OF BORING: B-8 NAVD 88 Project No. J032982.01 1/29/19 AUGER 3 3/4" HOLLOW STEM WASHBORING FROM FEET ALL DRILLER AAO LOGGER D-50 DRILL RIG HAMMER TYPE Auto GROUNDWATER DATA NOTE: STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARIES BETWEEN SOIL TYPES AND THE TRANSITION MAY BE GRADUAL. GRAPHIC LOG FOR ILLUSTRATION PURPOSES ONLY.

DESCRIPTION OF MATERIAL 815.9 DEPTH IN FEET DRILLING DATA Checked by:

Date:

X FREE WATER NOT ENCOUNTERED DURING DRILLING Datum:

Completion Date:

Surface Elevation:

App'vd. by:

Date:

Drawn by: KLR Date: 2/11/19 Geotechnical Exploration Lot 15, Discovery Ridge Columbia, Missouri REMARKS:

LOG OF BORING 2002 N/E J032982.01 - NWMI.GPJ 00 CLONE ME.GPJ 3/11/19 0.5 1.0 1.5 2.0 2.5 LL

- QU/2 PL

- UU/2

- SV 10 20 30 40 50 WATER CONTENT, %

SHEAR STRENGTH, tsf STANDARD PENETRATION RESISTANCE N-VALUE (BLOWS PER FOOT)

(ASTM D 1586)

DRY UNIT WEIGHT (pcf)

SPT BLOW COUNTS CORE RECOVERY/RQD GRAPHIC LOG

Topsoil - 6 inches Stiff, brown, LEAN CLAY - CL Stiff to very stiff, brown and gray, FAT CLAY - CH Soft, SHALE Medium strong, gray, brown, and green, thin bedded LIMESTONE with interbedded shale Very weak to weak, SHALE with interbedded limestone and chert Core loss - 6 inches Strong, gray, very finely crystalline, medium bedded LIMESTONE with chert shale seam - 2 inches Boring terminated at 49 feet.

SS1 SS2 SS3 SS4 SS5 SS6 NQ1 NQ2 NQ3 Lower Level Finished Floor approximately El 790 95%

50%

85%

22%

100%

64%

3-4-7 2-4-8 4-8-10 4-8-10 4-7-10 5-9-11 SAMPLES 5

10 15 20 25 30 35 40 45 50 LOG OF BORING: B-9 NAVD 88 Project No. J032982.01 2/1/19 AUGER 3 3/4" HOLLOW STEM WASHBORING FROM FEET ALL DRILLER AAO LOGGER D-50 DRILL RIG HAMMER TYPE Auto GROUNDWATER DATA NOTE: STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARIES BETWEEN SOIL TYPES AND THE TRANSITION MAY BE GRADUAL. GRAPHIC LOG FOR ILLUSTRATION PURPOSES ONLY.

DESCRIPTION OF MATERIAL 812.60 DEPTH IN FEET DRILLING DATA Checked by:

Date:

X FREE WATER NOT ENCOUNTERED DURING DRILLING Datum:

Completion Date:

Surface Elevation:

App'vd. by:

Date:

Drawn by: KLR Date: 2/11/19 Geotechnical Exploration Lot 15, Discovery Ridge Columbia, Missouri REMARKS:

LOG OF BORING 2002 N/E J032982.01 - NWMI.GPJ 00 CLONE ME.GPJ 3/11/19 0.5 1.0 1.5 2.0 2.5 LL

- QU/2 PL

- UU/2

- SV 10 20 30 40 50 WATER CONTENT, %

SHEAR STRENGTH, tsf STANDARD PENETRATION RESISTANCE N-VALUE (BLOWS PER FOOT)

(ASTM D 1586)

DRY UNIT WEIGHT (pcf)

SPT BLOW COUNTS CORE RECOVERY/RQD GRAPHIC LOG

Topsoil - 6 inches Stiff, brown, LEAN CLAY - CL Stiff to very stiff, brown and gray, FAT CLAY - CH Medium dense, red and brown, fine SAND - SP Soft, SHALE Auger refusal at 38.5 feet.

SS1 SS2 SS3 SS4 SS5 SS6 Lower Level Finished Floor approximately El 790 3-5-7 2-4-5 3-6-8 3-6-8 4-9-14 8-9-10 SAMPLES 5

10 15 20 25 30 35 40 45 LOG OF BORING: B-10 NAVD 88 Project No. J032982.01 1/31/19 AUGER 3 3/4" HOLLOW STEM WASHBORING FROM FEET ALL DRILLER AAO LOGGER D-50 DRILL RIG HAMMER TYPE Auto GROUNDWATER DATA NOTE: STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARIES BETWEEN SOIL TYPES AND THE TRANSITION MAY BE GRADUAL. GRAPHIC LOG FOR ILLUSTRATION PURPOSES ONLY.

DESCRIPTION OF MATERIAL 810.10 DEPTH IN FEET DRILLING DATA Checked by:

Date:

ENCOUNTERED AT 24 FEET Datum:

Completion Date:

Surface Elevation:

App'vd. by:

Date:

Drawn by: KLR Date: 2/11/19 Geotechnical Exploration Lot 15, Discovery Ridge Columbia, Missouri REMARKS:

LOG OF BORING 2002 N/E J032982.01 - NWMI.GPJ 00 CLONE ME.GPJ 3/11/19 0.5 1.0 1.5 2.0 2.5 LL

- QU/2 PL

- UU/2

- SV 10 20 30 40 50 WATER CONTENT, %

SHEAR STRENGTH, tsf STANDARD PENETRATION RESISTANCE N-VALUE (BLOWS PER FOOT)

(ASTM D 1586)

DRY UNIT WEIGHT (pcf)

SPT BLOW COUNTS CORE RECOVERY/RQD GRAPHIC LOG

Topsoil - 6 inches Medium stiff to very stiff, brown, FAT CLAY - (CH)

Stiff, red and brown, LEAN CLAY, some sand - (CL)

Soft, SHALE Very weak, gray, thin to medium bedded, slighty weathered SHALE Weak, gray and green, thin bedded SHALE with interbedded limestone Strong, gray, very finely crystalline, medium bedded LIMESTONE shale layer - 6 inches Boring terminated at 44.5 feet.

SS1 SS2 SS3 SS4 ST5 SS6 NQ1 NQ2 NQ3 Lower Level Finished Floor approximately El 790 100%

0%

100%

22%

92%

58%

2-3-4 4-4-5 3-5-6 4-7-9 3-4-5 107 SAMPLES 5

10 15 20 25 30 35 40 45 LOG OF BORING: B-11 NAVD 88 Project No. J032982.01 2/3/19 AUGER 3 3/4" HOLLOW STEM WASHBORING FROM FEET BCS DRILLER RFW LOGGER CME 550x DRILL RIG HAMMER TYPE Auto GROUNDWATER DATA NOTE: STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARIES BETWEEN SOIL TYPES AND THE TRANSITION MAY BE GRADUAL. GRAPHIC LOG FOR ILLUSTRATION PURPOSES ONLY.

DESCRIPTION OF MATERIAL 808.40 DEPTH IN FEET DRILLING DATA Checked by:

Date:

ENCOUNTERED AT 24 FEET Datum:

Completion Date:

Surface Elevation:

App'vd. by:

Date:

Drawn by: KLR Date: 2/11/19 Geotechnical Exploration Lot 15, Discovery Ridge Columbia, Missouri REMARKS:

LOG OF BORING 2002 N/E J032982.01 - NWMI.GPJ 00 CLONE ME.GPJ 3/11/19 0.5 1.0 1.5 2.0 2.5 LL

- QU/2 PL

- UU/2

- SV 10 20 30 40 50 WATER CONTENT, %

SHEAR STRENGTH, tsf STANDARD PENETRATION RESISTANCE N-VALUE (BLOWS PER FOOT)

(ASTM D 1586)

DRY UNIT WEIGHT (pcf)

SPT BLOW COUNTS CORE RECOVERY/RQD GRAPHIC LOG 61

Topsoil - 6 inches Soft to medium stiff, brown and gray, LEAN CLAY - CL Stiff to very stiff, brown and gray, FAT CLAY - CH (TILL)

Medium dense, gray and brown, fine SAND - SP Soft, orange and gray, weathered SHALE Split-spoon refusal at 29.5 feet.

SS1 SS2 SS3 SS4 SS5 SS6 SS7 Lower Level Finished Floor approximately El 790 2-1-3 2-3-4 2-4-8 4-8-9 4-7-14 8-14-29 27-50/4" SAMPLES 5

10 15 20 25 30 35 40 45 LOG OF BORING: B-12 NAVD 88 Project No. J032982.01 1/29/19 AUGER 3 3/4" HOLLOW STEM WASHBORING FROM FEET BCS DRILLER KLR LOGGER CME 550x DRILL RIG HAMMER TYPE Auto GROUNDWATER DATA NOTE: STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARIES BETWEEN SOIL TYPES AND THE TRANSITION MAY BE GRADUAL. GRAPHIC LOG FOR ILLUSTRATION PURPOSES ONLY.

DESCRIPTION OF MATERIAL 806.2 DEPTH IN FEET DRILLING DATA Checked by:

Date:

X FREE WATER NOT ENCOUNTERED DURING DRILLING Datum:

Completion Date:

Surface Elevation:

App'vd. by:

Date:

Drawn by: KLR Date: 2/11/19 Geotechnical Exploration Lot 15, Discovery Ridge Columbia, Missouri REMARKS:

LOG OF BORING 2002 N/E J032982.01 - NWMI.GPJ 00 CLONE ME.GPJ 3/11/19 0.5 1.0 1.5 2.0 2.5 LL

- QU/2 PL

- UU/2

- SV 10 20 30 40 50 WATER CONTENT, %

SHEAR STRENGTH, tsf STANDARD PENETRATION RESISTANCE N-VALUE (BLOWS PER FOOT)

(ASTM D 1586)

DRY UNIT WEIGHT (pcf)

SPT BLOW COUNTS CORE RECOVERY/RQD GRAPHIC LOG

Topsoil - 6 inches Medium stiff, brown, LEAN CLAY - CL Stiff to very stiff, brown and gray, FAT CLAY - CH Stiff, brown and gray SILT - ML Soft, white and gray, weathered SHALE Very weak, gray and maroon, thin to medium bedded SHALE Very weak, green, thin to medium bedded SHALE with interbedded limestone limestone seam - 2 inches Boring terminated at 39 feet.

SS1 SS2 SS3 SS4 SS5 SS6 NQ1 NQ2 NQ3 Lower Level Finished Floor approximately El 790 100%

25%

100%

92%

100%

25%

5-2-4 5-5-8 3-5-7 4-9-13 3-5-7 7-9-33 SAMPLES 5

10 15 20 25 30 35 40 45 LOG OF BORING: B-13 NAVD 88 Project No. J032982.01 2/1/19 AUGER 3 3/4" HOLLOW STEM WASHBORING FROM FEET BCS DRILLER KLR LOGGER CME 550x DRILL RIG HAMMER TYPE Auto GROUNDWATER DATA NOTE: STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARIES BETWEEN SOIL TYPES AND THE TRANSITION MAY BE GRADUAL. GRAPHIC LOG FOR ILLUSTRATION PURPOSES ONLY.

DESCRIPTION OF MATERIAL 804.10 DEPTH IN FEET DRILLING DATA Checked by:

Date:

X FREE WATER NOT ENCOUNTERED DURING DRILLING Datum:

Completion Date:

Surface Elevation:

App'vd. by:

Date:

Drawn by: KLR Date: 2/11/19 Geotechnical Exploration Lot 15, Discovery Ridge Columbia, Missouri REMARKS:

LOG OF BORING 2002 N/E J032982.01 - NWMI.GPJ 00 CLONE ME.GPJ 3/11/19 0.5 1.0 1.5 2.0 2.5 LL

- QU/2 PL

- UU/2

- SV 10 20 30 40 50 WATER CONTENT, %

SHEAR STRENGTH, tsf STANDARD PENETRATION RESISTANCE N-VALUE (BLOWS PER FOOT)

(ASTM D 1586)

DRY UNIT WEIGHT (pcf)

SPT BLOW COUNTS CORE RECOVERY/RQD GRAPHIC LOG

Topsoil - 6 inches Stiff, brown, LEAN CLAY - CL medium stiff Very stiff, gray and brown, FAT CLAY - CH Soft, SHALE Auger refusal at 34.5 feet.

SS1 SS2 SS3 SS4 SS5 SS6 Lower Level Finished Floor approximately El 790 4-4-5 2-3-4 3-8-11 4-7-10 4-7-9 5-10-12 SAMPLES 5

10 15 20 25 30 35 40 45 LOG OF BORING: B-14 NAVD 88 Project No. J032982.01 1/31/19 AUGER 3 3/4" HOLLOW STEM WASHBORING FROM FEET ALL DRILLER AAO LOGGER D-50 DRILL RIG HAMMER TYPE Auto GROUNDWATER DATA NOTE: STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARIES BETWEEN SOIL TYPES AND THE TRANSITION MAY BE GRADUAL. GRAPHIC LOG FOR ILLUSTRATION PURPOSES ONLY.

DESCRIPTION OF MATERIAL 814.70 DEPTH IN FEET DRILLING DATA Checked by:

Date:

X FREE WATER NOT ENCOUNTERED DURING DRILLING Datum:

Completion Date:

Surface Elevation:

App'vd. by:

Date:

Drawn by: KLR Date: 2/11/19 Geotechnical Exploration Lot 15, Discovery Ridge Columbia, Missouri REMARKS:

LOG OF BORING 2002 N/E J032982.01 - NWMI.GPJ 00 CLONE ME.GPJ 3/11/19 0.5 1.0 1.5 2.0 2.5 LL

- QU/2 PL

- UU/2

- SV 10 20 30 40 50 WATER CONTENT, %

SHEAR STRENGTH, tsf STANDARD PENETRATION RESISTANCE N-VALUE (BLOWS PER FOOT)

(ASTM D 1586)

DRY UNIT WEIGHT (pcf)

SPT BLOW COUNTS CORE RECOVERY/RQD GRAPHIC LOG

Topsoil - 6 inches Medium stiff, brown and gray, FAT CLAY - CH Stiff to very stiff, brown and gray, FAT CLAY - CH (TILL)

Very stiff, reddish-brown, sandy, FAT CLAY - CH Soft, SHALE Weak, gray and green, thin to medium bedded SHALE Medium strong, gray, very finely crystalline, thin to medium bedded, dolomitic LIMESTONE shale seam - 2.5 inches Very weak, green, thin bedded SHALE with interbedded limestone Strong, gray, very finely crystalline, medium bedded LIMESTONE Boring terminated at 49.5 feet.

SS1 SS2 SS3 SS4 SS5 SS6 NQ1 NQ2 NQ3 Lower Level Finished Floor approximately El 790 100%

50%

100%

29%

100%/100%

3-4-5 5-6-8 5-6-7 5-13-10 6-7-9 7-10-10 SAMPLES 5

10 15 20 25 30 35 40 45 50 LOG OF BORING: B-15 NAVD 88 Project No. J032982.01 2/3/19 AUGER 3 3/4" HOLLOW STEM WASHBORING FROM FEET BCS DRILLER RFW LOGGER CME 550x DRILL RIG HAMMER TYPE Auto GROUNDWATER DATA NOTE: STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARIES BETWEEN SOIL TYPES AND THE TRANSITION MAY BE GRADUAL. GRAPHIC LOG FOR ILLUSTRATION PURPOSES ONLY.

DESCRIPTION OF MATERIAL 812.10 DEPTH IN FEET DRILLING DATA Checked by:

Date:

X FREE WATER NOT ENCOUNTERED DURING DRILLING Datum:

Completion Date:

Surface Elevation:

App'vd. by:

Date:

Drawn by: KLR Date: 2/11/19 Geotechnical Exploration Lot 15, Discovery Ridge Columbia, Missouri REMARKS:

LOG OF BORING 2002 N/E J032982.01 - NWMI.GPJ 00 CLONE ME.GPJ 3/11/19 0.5 1.0 1.5 2.0 2.5 LL

- QU/2 PL

- UU/2

- SV 10 20 30 40 50 WATER CONTENT, %

SHEAR STRENGTH, tsf STANDARD PENETRATION RESISTANCE N-VALUE (BLOWS PER FOOT)

(ASTM D 1586)

DRY UNIT WEIGHT (pcf)

SPT BLOW COUNTS CORE RECOVERY/RQD GRAPHIC LOG

Topsoil - 6 inches Medium stiff, brown, LEAN CLAY - CL Stiff to very stiff, brown and gray, FAT CLAY - CH (TILL) some sand Medium dense, gray and brown, fine to medium SAND - SP Soft, purple and gray, weathered SHALE Auger refusal at 34 feet.

SS1 SS2 ST3 SS4 SS5 SS6 SS7 SS8 Lower Level Finished Floor approximately El 790 2-3-5 3-5-7 3-6-8 5-11-13 1-7-11 3-7-8 34-50/1" 112 SAMPLES 5

10 15 20 25 30 35 40 45 LOG OF BORING: B-16 NAVD 88 Project No. J032982.01 1/29/19 AUGER 3 3/4" HOLLOW STEM WASHBORING FROM FEET BCS DRILLER KLR LOGGER CME 550x DRILL RIG HAMMER TYPE Auto GROUNDWATER DATA NOTE: STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARIES BETWEEN SOIL TYPES AND THE TRANSITION MAY BE GRADUAL. GRAPHIC LOG FOR ILLUSTRATION PURPOSES ONLY.

DESCRIPTION OF MATERIAL 810.10 DEPTH IN FEET DRILLING DATA Checked by:

Date:

ENCOUNTERED AT 23.5 FEET Datum:

Completion Date:

Surface Elevation:

App'vd. by:

Date:

Drawn by: KLR Date: 2/11/19 Geotechnical Exploration Lot 15, Discovery Ridge Columbia, Missouri REMARKS:

LOG OF BORING 2002 N/E J032982.01 - NWMI.GPJ 00 CLONE ME.GPJ 3/11/19 0.5 1.0 1.5 2.0 2.5 LL

- QU/2 PL

- UU/2

- SV 10 20 30 40 50 WATER CONTENT, %

SHEAR STRENGTH, tsf STANDARD PENETRATION RESISTANCE N-VALUE (BLOWS PER FOOT)

(ASTM D 1586)

DRY UNIT WEIGHT (pcf)

SPT BLOW COUNTS CORE RECOVERY/RQD GRAPHIC LOG

Topsoil - 6 inches Medium stiff, brown, LEAN CLAY, some organics - CL Very stiff, brown and gray, FAT CLAY, some sand, trace gravel - CH Stiff Medium dense, brown and gray, SAND, trace silt - SM Stiff, gray SILT - ML Soft, SHALE Very weak, gray and green, thin bedded SHALE Limestone layer - 4 inches Medium strong, gray, very finely crystalline, thin bedded, moderately weathered, dolomitic LIMESTONE with interbedded shale Boring terminated at 44.5 feet.

SS1 SS2 SS3 ST4 SS5 SS6 NQ1 NQ2 NQ3 Lower Level Finished Floor approximately El 790 100%

25%

100%

29%

100%/47%

2-2-3 3-8-10 4-5-7 9-11-14 3-3-6 114 SAMPLES 5

10 15 20 25 30 35 40 45 LOG OF BORING: B-17 NAVD 88 Project No. J032982.01 2/2/19 AUGER 3 3/4" HOLLOW STEM WASHBORING FROM FEET BCS DRILLER KLR LOGGER CME 550x DRILL RIG HAMMER TYPE Auto GROUNDWATER DATA NOTE: STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARIES BETWEEN SOIL TYPES AND THE TRANSITION MAY BE GRADUAL. GRAPHIC LOG FOR ILLUSTRATION PURPOSES ONLY.

DESCRIPTION OF MATERIAL 807.80 DEPTH IN FEET DRILLING DATA Checked by:

Date:

ENCOUNTERED AT 24 FEET Datum:

Completion Date:

Surface Elevation:

App'vd. by:

Date:

Drawn by: KLR Date: 2/11/19 Geotechnical Exploration Lot 15, Discovery Ridge Columbia, Missouri REMARKS:

LOG OF BORING 2002 N/E J032982.01 - NWMI.GPJ 00 CLONE ME.GPJ 3/11/19 0.5 1.0 1.5 2.0 2.5 LL

- QU/2 PL

- UU/2

- SV 10 20 30 40 50 WATER CONTENT, %

SHEAR STRENGTH, tsf STANDARD PENETRATION RESISTANCE N-VALUE (BLOWS PER FOOT)

(ASTM D 1586)

DRY UNIT WEIGHT (pcf)

SPT BLOW COUNTS CORE RECOVERY/RQD GRAPHIC LOG

Topsoil - 6 inches Medium stiff, brown, LEAN CLAY - CL Stiff, brown and gray, FAT CLAY - (CH)

Very stiff, brown and gray, FAT CLAY - CH (TILL) stiff Soft, SHALE Auger refusal at 36 feet.

SS1 ST2 SS3 SS4 SS5 SS6 Lower Level Finished Floor approximately El 790 2-4-3 4-6-8 4-7-10 3-5-7 4-9-11 SAMPLES 5

10 15 20 25 30 35 40 45 LOG OF BORING: B-18 NAVD 88 Project No. J032982.01 1/31/19 AUGER 3 3/4" HOLLOW STEM WASHBORING FROM FEET ALL DRILLER AAO LOGGER D-50 DRILL RIG HAMMER TYPE Auto GROUNDWATER DATA NOTE: STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARIES BETWEEN SOIL TYPES AND THE TRANSITION MAY BE GRADUAL. GRAPHIC LOG FOR ILLUSTRATION PURPOSES ONLY.

DESCRIPTION OF MATERIAL 815.30 DEPTH IN FEET DRILLING DATA Checked by:

Date:

X FREE WATER NOT ENCOUNTERED DURING DRILLING Datum:

Completion Date:

Surface Elevation:

App'vd. by:

Date:

Drawn by: KLR Date: 2/11/19 Geotechnical Exploration Lot 15, Discovery Ridge Columbia, Missouri REMARKS:

LOG OF BORING 2002 N/E J032982.01 - NWMI.GPJ 00 CLONE ME.GPJ 3/11/19 0.5 1.0 1.5 2.0 2.5 LL

- QU/2 PL

- UU/2

- SV 10 20 30 40 50 WATER CONTENT, %

SHEAR STRENGTH, tsf STANDARD PENETRATION RESISTANCE N-VALUE (BLOWS PER FOOT)

(ASTM D 1586)

DRY UNIT WEIGHT (pcf)

SPT BLOW COUNTS CORE RECOVERY/RQD GRAPHIC LOG

Topsoil - 6 inches Stiff, brown and gray, LEAN CLAY - CL Stiff to very stiff, brown and gray, FAT CLAY - (CH) (TILL)

Some sand Medium dense, reddish-brown, SAND, and silt - SM Soft, SHALE Brown, thin to medium bedded, highly weathered, dolomitic LIMESTONE Very weak, gray and green, thin bedded SHALE with interbedded limestone Gray and green, thin bedded, slightly weathered, dolomitic LIMESTONE with interbedded shale Strong, gray, very finely crystalline, medium bedded LIMESTONE shale seam - 1 inch shale seam - 1 inch Boring terminated at 49 feet.

SS1 SS2 SS3 SS4 ST5 SS6 NQ1 NQ2 NQ3 Lower Level Finished Floor approximately El 790 95%

45%

100%

57%

67%/33%

3-4-5 3-4-5 5-8-13 4-8-11 8-11-12 113 SAMPLES 5

10 15 20 25 30 35 40 45 50 LOG OF BORING: B-19 NAVD 88 Project No. J032982.01 2/3/19 AUGER 3 3/4" HOLLOW STEM WASHBORING FROM FEET BCS DRILLER RFW LOGGER CME 550x DRILL RIG HAMMER TYPE Auto GROUNDWATER DATA NOTE: STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARIES BETWEEN SOIL TYPES AND THE TRANSITION MAY BE GRADUAL. GRAPHIC LOG FOR ILLUSTRATION PURPOSES ONLY.

DESCRIPTION OF MATERIAL 812.60 DEPTH IN FEET DRILLING DATA Checked by:

Date:

X FREE WATER NOT ENCOUNTERED DURING DRILLING Datum:

Completion Date:

Surface Elevation:

App'vd. by:

Date:

Drawn by: KLR Date: 2/11/19 Geotechnical Exploration Lot 15, Discovery Ridge Columbia, Missouri REMARKS:

LOG OF BORING 2002 N/E J032982.01 - NWMI.GPJ 00 CLONE ME.GPJ 3/11/19 0.5 1.0 1.5 2.0 2.5 LL

- QU/2 PL

- UU/2

- SV 10 20 30 40 50 WATER CONTENT, %

SHEAR STRENGTH, tsf STANDARD PENETRATION RESISTANCE N-VALUE (BLOWS PER FOOT)

(ASTM D 1586)

DRY UNIT WEIGHT (pcf)

SPT BLOW COUNTS CORE RECOVERY/RQD GRAPHIC LOG

Topsoil - 6 inches Medium stiff to stiff, brown and gray, LEAN CLAY - CL Stiff to very stiff, brown and gray, FAT CLAY - CH (TILL)

Sandy Medium dense, brown, fine to medium SAND - SP Soft, gray and white, weathered SHALE Split-spoon refusal at 34.5 feet.

SS1 SS2 SS3 SS4 SS5 SS6 SS7 SS8 Lower Level Finished Floor approximately El 790 3-3-5 2-5-6 3-6-8 7-7-8 9-8-9 4-6-8 5-8-15 17-50/5" SAMPLES 5

10 15 20 25 30 35 40 45 LOG OF BORING: B-20 NAVD 88 Project No. J032982.01 1/29/19 AUGER 3 3/4" HOLLOW STEM WASHBORING FROM FEET BCS DRILLER KLR LOGGER CME 550x DRILL RIG HAMMER TYPE Auto GROUNDWATER DATA NOTE: STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARIES BETWEEN SOIL TYPES AND THE TRANSITION MAY BE GRADUAL. GRAPHIC LOG FOR ILLUSTRATION PURPOSES ONLY.

DESCRIPTION OF MATERIAL 810.2 DEPTH IN FEET DRILLING DATA Checked by:

Date:

ENCOUNTERED AT 23.5 FEET Datum:

Completion Date:

Surface Elevation:

App'vd. by:

Date:

Drawn by: KLR Date: 2/11/19 Geotechnical Exploration Lot 15, Discovery Ridge Columbia, Missouri REMARKS:

LOG OF BORING 2002 N/E J032982.01 - NWMI.GPJ 00 CLONE ME.GPJ 3/11/19 0.5 1.0 1.5 2.0 2.5 LL

- QU/2 PL

- UU/2

- SV 10 20 30 40 50 WATER CONTENT, %

SHEAR STRENGTH, tsf STANDARD PENETRATION RESISTANCE N-VALUE (BLOWS PER FOOT)

(ASTM D 1586)

DRY UNIT WEIGHT (pcf)

SPT BLOW COUNTS CORE RECOVERY/RQD GRAPHIC LOG

Topsoil - 6 inches Medium stiff, brown, LEAN CLAY - CL Stiff, brown and gray, FAT CLAY - CH (TILL)

Medium dense, reddish-brown, fine SAND - SP Stiff, gray and brown, FAT CLAY, and sand - (CH) (TILL)

Medium dense, reddish-brown, SAND, some clay - SC Soft, SHALE Core loss - 18 inches Very weak, gray and green, medium bedded SHALE Core loss - 12 inches Very weak, gray and green, thin bedded SHALE Medium strong, gray, thin to medium bedded, dolomitic LIMESTONE with chert shale seam - 3 inches shale seam - 3 inches shale layer - 4 inches Boring terminated at 44.5 feet.

SS1 SS2 SS3 SS4 ST5 SS6 NQ1 NQ2 NQ3 Lower Level Finished Floor approximately El 790 80%

48%

75%

23%

0%/0%

2-3-3 3-5-6 8-7-6 4-5-6 4-5-6 110 SAMPLES 5

10 15 20 25 30 35 40 45 LOG OF BORING: B-21 NAVD 88 Project No. J032982.01 2/2/19 AUGER 3 3/4" HOLLOW STEM WASHBORING FROM FEET BCS DRILLER RFW LOGGER CME 550x DRILL RIG HAMMER TYPE Auto GROUNDWATER DATA NOTE: STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARIES BETWEEN SOIL TYPES AND THE TRANSITION MAY BE GRADUAL. GRAPHIC LOG FOR ILLUSTRATION PURPOSES ONLY.

DESCRIPTION OF MATERIAL 807.60 DEPTH IN FEET DRILLING DATA Checked by:

Date:

X FREE WATER NOT ENCOUNTERED DURING DRILLING Datum:

Completion Date:

Surface Elevation:

App'vd. by:

Date:

Drawn by: KLR Date: 2/11/19 Geotechnical Exploration Lot 15, Discovery Ridge Columbia, Missouri REMARKS:

LOG OF BORING 2002 N/E J032982.01 - NWMI.GPJ 00 CLONE ME.GPJ 3/11/19 0.5 1.0 1.5 2.0 2.5 LL

- QU/2 PL

- UU/2

- SV 10 20 30 40 50 WATER CONTENT, %

SHEAR STRENGTH, tsf STANDARD PENETRATION RESISTANCE N-VALUE (BLOWS PER FOOT)

(ASTM D 1586)

DRY UNIT WEIGHT (pcf)

SPT BLOW COUNTS CORE RECOVERY/RQD GRAPHIC LOG 60

Topsoil - 6 inches Medium stiff, brown and gray, LEAN CLAY - CL Medium stiff to very stiff, gray and brown, FAT CLAY - CH (TILL)

Soft, SHALE Auger refusal at 37 feet.

SS1 SS2 SS3 SS4 SS5 SS6 Lower Level Finished Floor approximately El 790 2-2-3 2-3-5 5-7-9 6-9-9 7-7-7 5-7-11 SAMPLES 5

10 15 20 25 30 35 40 45 LOG OF BORING: B-22 NAVD 88 Project No. J032982.01 2/3/19 AUGER 3 3/4" HOLLOW STEM WASHBORING FROM FEET BCS DRILLER RFW LOGGER CME 550x DRILL RIG HAMMER TYPE Auto GROUNDWATER DATA NOTE: STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARIES BETWEEN SOIL TYPES AND THE TRANSITION MAY BE GRADUAL. GRAPHIC LOG FOR ILLUSTRATION PURPOSES ONLY.

DESCRIPTION OF MATERIAL 814.90 DEPTH IN FEET DRILLING DATA Checked by:

Date:

X FREE WATER NOT ENCOUNTERED DURING DRILLING Datum:

Completion Date:

Surface Elevation:

App'vd. by:

Date:

Drawn by: KLR Date: 2/11/19 Geotechnical Exploration Lot 15, Discovery Ridge Columbia, Missouri REMARKS:

LOG OF BORING 2002 N/E J032982.01 - NWMI.GPJ 00 CLONE ME.GPJ 3/11/19 0.5 1.0 1.5 2.0 2.5 LL

- QU/2 PL

- UU/2

- SV 10 20 30 40 50 WATER CONTENT, %

SHEAR STRENGTH, tsf STANDARD PENETRATION RESISTANCE N-VALUE (BLOWS PER FOOT)

(ASTM D 1586)

DRY UNIT WEIGHT (pcf)

SPT BLOW COUNTS CORE RECOVERY/RQD GRAPHIC LOG

Topsoil - 6 inches Medium stiff, brown, LEAN CLAY - CL Stiff to very stiff, gray and brown, FAT CLAY - CH (TILL)

Medium dense, reddish-brown, clayey SAND - SC Soft, SHALE Very weak, gray and green, thin bedded, slightly weathered SHALE with chert Medium strong, gray, very finely crysttalline, medium bedded, dolomitic LIMESTONE shale layer - 4 inches core loss - 3 inches core loss - 6 inches core loss - 1 inch Strong, gray, very finely crystalline, medium bedded LIMESTONE Boring terminated at 49 feet.

SS1 SS2 SS3 SS4 SS5 SS6 NQ1 NQ2 NQ3 Lower Level Finished Floor approximately El 790 83%

45%

98%

86%

100%/0%

2-2-4 3-4-5 4-7-9 5-6-7 4-5-7 8-13-13 SAMPLES 5

10 15 20 25 30 35 40 45 LOG OF BORING: B-23 NAVD 88 Project No. J032982.01 2/2/19 AUGER 3 3/4" HOLLOW STEM WASHBORING FROM FEET BCS DRILLER RFW LOGGER CME 550x DRILL RIG HAMMER TYPE Auto GROUNDWATER DATA NOTE: STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARIES BETWEEN SOIL TYPES AND THE TRANSITION MAY BE GRADUAL. GRAPHIC LOG FOR ILLUSTRATION PURPOSES ONLY.

DESCRIPTION OF MATERIAL 812.90 DEPTH IN FEET DRILLING DATA Checked by:

Date:

X FREE WATER NOT ENCOUNTERED DURING DRILLING Datum:

Completion Date:

Surface Elevation:

App'vd. by:

Date:

Drawn by: KLR Date: 2/11/19 Geotechnical Exploration Lot 15, Discovery Ridge Columbia, Missouri REMARKS:

LOG OF BORING 2002 N/E J032982.01 - NWMI.GPJ 00 CLONE ME.GPJ 3/11/19 0.5 1.0 1.5 2.0 2.5 LL

- QU/2 PL

- UU/2

- SV 10 20 30 40 50 WATER CONTENT, %

SHEAR STRENGTH, tsf STANDARD PENETRATION RESISTANCE N-VALUE (BLOWS PER FOOT)

(ASTM D 1586)

DRY UNIT WEIGHT (pcf)

SPT BLOW COUNTS CORE RECOVERY/RQD GRAPHIC LOG

Topsoil - 6 inches Medium stiff, brown, LEAN CLAY - (CL)

Stiff, brown and gray, FAT CLAY, trace sand - CH Stiff to very stiff, brown and gray, FAT CLAY - CH (TILL)

Medium dense, brown, clayey SAND - SC Soft, SHALE Auger refusal at 32 feet.

SS1 ST2 SS3 SS4 SS5 SS6 Lower Level Finished Floor approximately El 790 5-4-4 2-4-7 5-6-8 4-7-11 10-11-15 110 SAMPLES 5

10 15 20 25 30 35 40 45 LOG OF BORING: B-24 NAVD 88 Project No. J032982.01 1/31/19 AUGER 3 3/4" HOLLOW STEM WASHBORING FROM FEET BCS DRILLER KLR LOGGER CME 550x DRILL RIG HAMMER TYPE Auto GROUNDWATER DATA NOTE: STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARIES BETWEEN SOIL TYPES AND THE TRANSITION MAY BE GRADUAL. GRAPHIC LOG FOR ILLUSTRATION PURPOSES ONLY.

DESCRIPTION OF MATERIAL 811.10 DEPTH IN FEET DRILLING DATA Checked by:

Date:

X FREE WATER NOT ENCOUNTERED DURING DRILLING Datum:

Completion Date:

Surface Elevation:

App'vd. by:

Date:

Drawn by: KLR Date: 2/11/19 Geotechnical Exploration Lot 15, Discovery Ridge Columbia, Missouri REMARKS:

LOG OF BORING 2002 N/E J032982.01 - NWMI.GPJ 00 CLONE ME.GPJ 3/11/19 0.5 1.0 1.5 2.0 2.5 LL

- QU/2 PL

- UU/2

- SV 10 20 30 40 50 WATER CONTENT, %

SHEAR STRENGTH, tsf STANDARD PENETRATION RESISTANCE N-VALUE (BLOWS PER FOOT)

(ASTM D 1586)

DRY UNIT WEIGHT (pcf)

SPT BLOW COUNTS CORE RECOVERY/RQD GRAPHIC LOG

Topsoil - 6 inches Brown, FAT CLAY -(CH)

Stiff, brown and gray, FAT CLAY - CH Very stiff, brown and gray, FAT CLAY - CH (TILL)

Orange and gray Soft, SHALE Auger refusal at 38 feet.

SS1 SS2 SS3 SS4 SS5 2-4-6 4-8-10 3-7-9 3-6-9 4-9-10 SAMPLES 5

10 15 20 25 30 35 40 45 LOG OF BORING: B-25 NAVD 88 Project No. J032982.01 2/3/19 AUGER 3 3/4" HOLLOW STEM WASHBORING FROM FEET ALL DRILLER DJK LOGGER D-50 DRILL RIG HAMMER TYPE Auto GROUNDWATER DATA NOTE: STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARIES BETWEEN SOIL TYPES AND THE TRANSITION MAY BE GRADUAL. GRAPHIC LOG FOR ILLUSTRATION PURPOSES ONLY.

DESCRIPTION OF MATERIAL 817.10 DEPTH IN FEET DRILLING DATA Checked by:

Date:

X FREE WATER NOT ENCOUNTERED DURING DRILLING Datum:

Completion Date:

Surface Elevation:

App'vd. by:

Date:

Drawn by: KLR Date: 2/11/19 Geotechnical Exploration Lot 15, Discovery Ridge Columbia, Missouri REMARKS:

LOG OF BORING 2002 N/E J032982.01 - NWMI.GPJ 00 CLONE ME.GPJ 3/11/19 0.5 1.0 1.5 2.0 2.5 LL

- QU/2 PL

- UU/2

- SV 10 20 30 40 50 WATER CONTENT, %

SHEAR STRENGTH, tsf STANDARD PENETRATION RESISTANCE N-VALUE (BLOWS PER FOOT)

(ASTM D 1586)

DRY UNIT WEIGHT (pcf)

SPT BLOW COUNTS CORE RECOVERY/RQD GRAPHIC LOG

Topsoil - 6 inches Medium stiff, brown, LEAN CLAY - CL Very stiff, brown and gray, FAT CLAY - CH Little sand and gravel Very stiff, brown and gray, FAT CLAY - CH (TILL)

Soft, SHALE Auger refusal at 41.5 feet.

SS1 SS2 ST3 SS4 SS5 SS6 2-3-4 1-5-11 4-7-10 5-8-12 3-6-8 102 SAMPLES 5

10 15 20 25 30 35 40 45 LOG OF BORING: B-26 NAVD 88 Project No. J032982.01 2/1/19 AUGER 3 3/4" HOLLOW STEM WASHBORING FROM FEET ALL DRILLER AAO LOGGER D-50 DRILL RIG HAMMER TYPE Auto GROUNDWATER DATA NOTE: STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARIES BETWEEN SOIL TYPES AND THE TRANSITION MAY BE GRADUAL. GRAPHIC LOG FOR ILLUSTRATION PURPOSES ONLY.

DESCRIPTION OF MATERIAL 820.80 DEPTH IN FEET DRILLING DATA Checked by:

Date:

X FREE WATER NOT ENCOUNTERED DURING DRILLING Datum:

Completion Date:

Surface Elevation:

App'vd. by:

Date:

Drawn by: KLR Date: 2/11/19 Geotechnical Exploration Lot 15, Discovery Ridge Columbia, Missouri REMARKS:

LOG OF BORING 2002 N/E J032982.01 - NWMI.GPJ 00 CLONE ME.GPJ 3/11/19 0.5 1.0 1.5 2.0 2.5 LL

- QU/2 PL

- UU/2

- SV 10 20 30 40 50 WATER CONTENT, %

SHEAR STRENGTH, tsf STANDARD PENETRATION RESISTANCE N-VALUE (BLOWS PER FOOT)

(ASTM D 1586)

DRY UNIT WEIGHT (pcf)

SPT BLOW COUNTS CORE RECOVERY/RQD GRAPHIC LOG

Topsoil - 6 inches Medium stiff, brown, LEAN CLAY - CL Very stiff, brown and gray, LEAN CLAY - CL stiff Stiff to very stiff, brown and gray, FAT CLAY - CH (TILL)

Very stiff to hard, gray and brown, sandy, FAT CLAY - CH (TILL)

Auger and split-spoon refusal at 44 feet.

SS1 SS2 SS3 SS4 SS5 SS6 SS7 SS8 SS9 SS10 SS11 1-2-4 3-9-13 6-7-6 3-3-7 4-6-8 4-6-9 3-6-8 4-8-10 6-9-17 9-11-11 32-50/4" SAMPLES 5

10 15 20 25 30 35 40 45 LOG OF BORING: B-27 NAVD 88 Project No. J032982.01 1/28/19 AUGER 3 3/4" HOLLOW STEM WASHBORING FROM FEET BCS DRILLER KLR LOGGER CME 550x DRILL RIG HAMMER TYPE Auto GROUNDWATER DATA NOTE: STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARIES BETWEEN SOIL TYPES AND THE TRANSITION MAY BE GRADUAL. GRAPHIC LOG FOR ILLUSTRATION PURPOSES ONLY.

DESCRIPTION OF MATERIAL 822.5 DEPTH IN FEET DRILLING DATA Checked by:

Date:

ENCOUNTERED AT 38.5 FEET Datum:

Completion Date:

Surface Elevation:

App'vd. by:

Date:

Drawn by: KLR Date: 2/11/19 Geotechnical Exploration Lot 15, Discovery Ridge Columbia, Missouri REMARKS:

LOG OF BORING 2002 N/E J032982.01 - NWMI.GPJ 00 CLONE ME.GPJ 3/11/19 0.5 1.0 1.5 2.0 2.5 LL

- QU/2 PL

- UU/2

- SV 10 20 30 40 50 WATER CONTENT, %

SHEAR STRENGTH, tsf STANDARD PENETRATION RESISTANCE N-VALUE (BLOWS PER FOOT)

(ASTM D 1586)

DRY UNIT WEIGHT (pcf)

SPT BLOW COUNTS CORE RECOVERY/RQD GRAPHIC LOG

Topsoil - 6 inches Very stiff, brown, LEAN CLAY - CL Stiff, gray and brown, FAT CLAY - (CH)

Very stiff, brown, FAT CLAY - CH (TILL)

Dense, brown, fine to medium SAND - SP Stiff, gray and brown, FAT CLAY - CH (TILL)

Boring terminated at 25 feet.

SS1 SS2 SS3 SS4 SS5 5-13-12 6-5-7 5-7-10 3-10-27 4-6-7 SAMPLES 5

10 15 20 25 30 35 40 45 LOG OF BORING: B-28 NAVD 88 Project No. J032982.01 2/4/19 AUGER 3 3/4" HOLLOW STEM WASHBORING FROM FEET BCS DRILLER RFJ LOGGER CME 550x DRILL RIG HAMMER TYPE Auto GROUNDWATER DATA NOTE: STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARIES BETWEEN SOIL TYPES AND THE TRANSITION MAY BE GRADUAL. GRAPHIC LOG FOR ILLUSTRATION PURPOSES ONLY.

DESCRIPTION OF MATERIAL 819.80 DEPTH IN FEET DRILLING DATA Checked by:

Date:

X FREE WATER NOT ENCOUNTERED DURING DRILLING Datum:

Completion Date:

Surface Elevation:

App'vd. by:

Date:

Drawn by: KLR Date: 2/11/19 Geotechnical Exploration Lot 15, Discovery Ridge Columbia, Missouri REMARKS:

LOG OF BORING 2002 N/E J032982.01 - NWMI.GPJ 00 CLONE ME.GPJ 3/11/19 0.5 1.0 1.5 2.0 2.5 LL

- QU/2 PL

- UU/2

- SV 10 20 30 40 50 WATER CONTENT, %

SHEAR STRENGTH, tsf STANDARD PENETRATION RESISTANCE N-VALUE (BLOWS PER FOOT)

(ASTM D 1586)

DRY UNIT WEIGHT (pcf)

SPT BLOW COUNTS CORE RECOVERY/RQD GRAPHIC LOG 73

Topsoil - 6 inches Very stiff, brown, FAT CLAY - CH stiff Very stiff, brown and gray, FAT CLAY - CH (TILL)

Hard, gray, sandy, FAT CLAY - CH (TILL)

Boring terminated at 25 feet.

SS1 SS2 SS3 SS4 SS5 5-11-13 5-5-6 4-7-9 5-10-12 8-17-18 SAMPLES 5

10 15 20 25 30 35 40 45 LOG OF BORING: B-29 NAVD 88 Project No. J032982.01 2/4/19 AUGER 3 3/4" HOLLOW STEM WASHBORING FROM FEET BCS DRILLER RFJ LOGGER CME 550x DRILL RIG HAMMER TYPE Auto GROUNDWATER DATA NOTE: STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARIES BETWEEN SOIL TYPES AND THE TRANSITION MAY BE GRADUAL. GRAPHIC LOG FOR ILLUSTRATION PURPOSES ONLY.

DESCRIPTION OF MATERIAL 813.50 DEPTH IN FEET DRILLING DATA Checked by:

Date:

X FREE WATER NOT ENCOUNTERED DURING DRILLING Datum:

Completion Date:

Surface Elevation:

App'vd. by:

Date:

Drawn by: KLR Date: 2/11/19 Geotechnical Exploration Lot 15, Discovery Ridge Columbia, Missouri REMARKS:

LOG OF BORING 2002 N/E J032982.01 - NWMI.GPJ 00 CLONE ME.GPJ 3/11/19 0.5 1.0 1.5 2.0 2.5 LL

- QU/2 PL

- UU/2

- SV 10 20 30 40 50 WATER CONTENT, %

SHEAR STRENGTH, tsf STANDARD PENETRATION RESISTANCE N-VALUE (BLOWS PER FOOT)

(ASTM D 1586)

DRY UNIT WEIGHT (pcf)

SPT BLOW COUNTS CORE RECOVERY/RQD GRAPHIC LOG

Topsoil - 6 inches Medium stiff, brown, LEAN CLAY - CL Very stiff, gray and brown, FAT CLAY - (CH) (TILL)

Very stiff, gray and brown, clayey SILT - ML Medium stiff, brown and gray, sandy, FAT CLAY - CH Soft SHALE Auger refusal at 36 feet.

SS1 SS2 SS3 SS4 SS5 SS6 4-2-4 9-10-10 2-5-6 4-7-9 4-10-12 1-3-4 SAMPLES 5

10 15 20 25 30 35 40 45 LOG OF BORING: B-30 NAVD 88 Project No. J032982.01 1/31/19 AUGER 3 3/4" HOLLOW STEM WASHBORING FROM FEET BCS DRILLER KLR LOGGER CME 550x DRILL RIG HAMMER TYPE Auto GROUNDWATER DATA NOTE: STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARIES BETWEEN SOIL TYPES AND THE TRANSITION MAY BE GRADUAL. GRAPHIC LOG FOR ILLUSTRATION PURPOSES ONLY.

DESCRIPTION OF MATERIAL 807.30 DEPTH IN FEET DRILLING DATA Checked by:

Date:

ENCOUNTERED AT 25 FEET Datum:

Completion Date:

Surface Elevation:

App'vd. by:

Date:

Drawn by: KLR Date: 2/11/19 Geotechnical Exploration Lot 15, Discovery Ridge Columbia, Missouri REMARKS:

LOG OF BORING 2002 N/E J032982.01 - NWMI.GPJ 00 CLONE ME.GPJ 3/11/19 0.5 1.0 1.5 2.0 2.5 LL

- QU/2 PL

- UU/2

- SV 10 20 30 40 50 WATER CONTENT, %

SHEAR STRENGTH, tsf STANDARD PENETRATION RESISTANCE N-VALUE (BLOWS PER FOOT)

(ASTM D 1586)

DRY UNIT WEIGHT (pcf)

SPT BLOW COUNTS CORE RECOVERY/RQD GRAPHIC LOG

Topsoil - 6 inches Medium stiff, brown, FAT CLAY, trace roots - (CH)

Stiff, gray and brown, FAT CLAY - CH (TILL)

Very stiff, brown and gray, sandy, FAT CLAY - CH (TILL)

Medium dense, brown and gray, clayey SAND - SC Soft, gray and white, weathered SHALE Auger refusal at 29.5 feet.

SS1 SS2 SS3 SS4 SS5 SS6 2-2-3 4-7-7 3-6-9 4-11-14 4-6-7 8-16-30 SAMPLES 5

10 15 20 25 30 35 40 45 LOG OF BORING: B-31 NAVD 88 Project No. J032982.01 1/31/19 AUGER 3 3/4" HOLLOW STEM WASHBORING FROM FEET BCS DRILLER KLR LOGGER CME 550x DRILL RIG HAMMER TYPE Auto GROUNDWATER DATA NOTE: STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARIES BETWEEN SOIL TYPES AND THE TRANSITION MAY BE GRADUAL. GRAPHIC LOG FOR ILLUSTRATION PURPOSES ONLY.

DESCRIPTION OF MATERIAL 803.20 DEPTH IN FEET DRILLING DATA Checked by:

Date:

ENCOUNTERED AT 19 FEET Datum:

Completion Date:

Surface Elevation:

App'vd. by:

Date:

Drawn by: KLR Date: 2/11/19 Geotechnical Exploration Lot 15, Discovery Ridge Columbia, Missouri REMARKS:

LOG OF BORING 2002 N/E J032982.01 - NWMI.GPJ 00 CLONE ME.GPJ 3/11/19 0.5 1.0 1.5 2.0 2.5 LL

- QU/2 PL

- UU/2

- SV 10 20 30 40 50 WATER CONTENT, %

SHEAR STRENGTH, tsf STANDARD PENETRATION RESISTANCE N-VALUE (BLOWS PER FOOT)

(ASTM D 1586)

DRY UNIT WEIGHT (pcf)

SPT BLOW COUNTS CORE RECOVERY/RQD GRAPHIC LOG 90

Topsoil - 6 inches Medium stiff, brown, LEAN CLAY - CL Stiff, gray and brown, FAT CLAY - CH Little sand and gravel Very stiff, brown and gray, FAT CLAY - CH (TILL) stiff Soft, white, weathered SHALE Auger refusal at 27.5 feet.

SS1 SS2 ST3 SS4 SS5 SS6 2-3-4 4-6-8 3-8-14 2-4-5 7-13-26 110 SAMPLES 5

10 15 20 25 30 35 40 45 LOG OF BORING: B-32 NAVD 88 Project No. J032982.01 1/31/19 AUGER 3 3/4" HOLLOW STEM WASHBORING FROM FEET BCS DRILLER KLR LOGGER CME 550x DRILL RIG HAMMER TYPE Auto GROUNDWATER DATA NOTE: STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARIES BETWEEN SOIL TYPES AND THE TRANSITION MAY BE GRADUAL. GRAPHIC LOG FOR ILLUSTRATION PURPOSES ONLY.

DESCRIPTION OF MATERIAL 800.70 DEPTH IN FEET DRILLING DATA Checked by:

Date:

X FREE WATER NOT ENCOUNTERED DURING DRILLING Datum:

Completion Date:

Surface Elevation:

App'vd. by:

Date:

Drawn by: KLR Date: 2/11/19 Geotechnical Exploration Lot 15, Discovery Ridge Columbia, Missouri REMARKS:

LOG OF BORING 2002 N/E J032982.01 - NWMI.GPJ 00 CLONE ME.GPJ 3/11/19 0.5 1.0 1.5 2.0 2.5 LL

- QU/2 PL

- UU/2

- SV 10 20 30 40 50 WATER CONTENT, %

SHEAR STRENGTH, tsf STANDARD PENETRATION RESISTANCE N-VALUE (BLOWS PER FOOT)

(ASTM D 1586)

DRY UNIT WEIGHT (pcf)

SPT BLOW COUNTS CORE RECOVERY/RQD GRAPHIC LOG

Topsoil - 6 inches Stiff, brown, FAT CLAY - CH Medium dense, brown, clayey SAND - SC Soft, white and gray, weathered SHALE Boring terminated at 20 feet.

SS1 SS2 SS3 SS4 3-4-5 5-5-9 6-14-16 13-18-24 SAMPLES 5

10 15 20 25 30 35 40 45 LOG OF BORING: B-33 NAVD 88 Project No. J032982.01 2/4/18 AUGER 3 3/4" HOLLOW STEM WASHBORING FROM FEET BCS DRILLER RFJ LOGGER CME 550x DRILL RIG HAMMER TYPE Auto GROUNDWATER DATA NOTE: STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARIES BETWEEN SOIL TYPES AND THE TRANSITION MAY BE GRADUAL. GRAPHIC LOG FOR ILLUSTRATION PURPOSES ONLY.

DESCRIPTION OF MATERIAL 798.00 DEPTH IN FEET DRILLING DATA Checked by:

Date:

X FREE WATER NOT ENCOUNTERED DURING DRILLING Datum:

Completion Date:

Surface Elevation:

App'vd. by:

Date:

Drawn by: KLR Date: 2/11/19 Geotechnical Exploration Lot 15, Discovery Ridge Columbia, Missouri REMARKS:

LOG OF BORING 2002 N/E J032982.01 - NWMI.GPJ 00 CLONE ME.GPJ 3/11/19 0.5 1.0 1.5 2.0 2.5 LL

- QU/2 PL

- UU/2

- SV 10 20 30 40 50 WATER CONTENT, %

SHEAR STRENGTH, tsf STANDARD PENETRATION RESISTANCE N-VALUE (BLOWS PER FOOT)

(ASTM D 1586)

DRY UNIT WEIGHT (pcf)

SPT BLOW COUNTS CORE RECOVERY/RQD GRAPHIC LOG

Topsoil - 6 inches Medium stiff, brown, FAT CLAY - (CH)

Medium dense, gray and reddish-brown, clayey SAND - SC Soft, gray, weathered SHALE Boring terminated at 25 feet.

SS1 SS2 SS3 SS4 SS5 2-4-6 3-4-6 4-7-10 5-5-8 4-7-13 SAMPLES 5

10 15 20 25 30 35 40 45 LOG OF BORING: B-34 NAVD 88 Project No. J032982.01 2/4/19 AUGER 3 3/4" HOLLOW STEM WASHBORING FROM FEET BCS DRILLER RFJ LOGGER CME 550x DRILL RIG HAMMER TYPE Auto GROUNDWATER DATA NOTE: STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARIES BETWEEN SOIL TYPES AND THE TRANSITION MAY BE GRADUAL. GRAPHIC LOG FOR ILLUSTRATION PURPOSES ONLY.

DESCRIPTION OF MATERIAL 807.8 DEPTH IN FEET DRILLING DATA Checked by:

Date:

ENCOUNTERED AT 22 FEET Datum:

Completion Date:

Surface Elevation:

App'vd. by:

Date:

Drawn by: KLR Date: 2/11/19 Geotechnical Exploration Lot 15, Discovery Ridge Columbia, Missouri REMARKS:

LOG OF BORING 2002 N/E J032982.01 - NWMI.GPJ 00 CLONE ME.GPJ 3/11/19 0.5 1.0 1.5 2.0 2.5 LL

- QU/2 PL

- UU/2

- SV 10 20 30 40 50 WATER CONTENT, %

SHEAR STRENGTH, tsf STANDARD PENETRATION RESISTANCE N-VALUE (BLOWS PER FOOT)

(ASTM D 1586)

DRY UNIT WEIGHT (pcf)

SPT BLOW COUNTS CORE RECOVERY/RQD GRAPHIC LOG 62

Topsoil - 6 inches Very stiff, brown, LEAN CLAY - CL Very stiff, gray and brown, FAT CLAY - CH (TILL)

Stiff Soft SHALE Auger refusal at 38 feet.

SS1 SS2 SS3 SS4 SS5 7-11-12 5-9-12 4-7-7 6-6-10 5-8-10 SAMPLES 5

10 15 20 25 30 35 40 45 LOG OF BORING: B-35 NAVD 88 Project No. J032982.01 2/3/19 AUGER 3 3/4" HOLLOW STEM WASHBORING FROM FEET ALL DRILLER DJK LOGGER D-50 DRILL RIG HAMMER TYPE Auto GROUNDWATER DATA NOTE: STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARIES BETWEEN SOIL TYPES AND THE TRANSITION MAY BE GRADUAL. GRAPHIC LOG FOR ILLUSTRATION PURPOSES ONLY.

DESCRIPTION OF MATERIAL 815.70 DEPTH IN FEET DRILLING DATA Checked by:

Date:

X FREE WATER NOT ENCOUNTERED DURING DRILLING Datum:

Completion Date:

Surface Elevation:

App'vd. by:

Date:

Drawn by: KLR Date: 2/11/19 Geotechnical Exploration Lot 15, Discovery Ridge Columbia, Missouri REMARKS:

LOG OF BORING 2002 N/E J032982.01 - NWMI.GPJ 00 CLONE ME.GPJ 3/11/19 0.5 1.0 1.5 2.0 2.5 LL

- QU/2 PL

- UU/2

- SV 10 20 30 40 50 WATER CONTENT, %

SHEAR STRENGTH, tsf STANDARD PENETRATION RESISTANCE N-VALUE (BLOWS PER FOOT)

(ASTM D 1586)

DRY UNIT WEIGHT (pcf)

SPT BLOW COUNTS CORE RECOVERY/RQD GRAPHIC LOG

Topsoil - 6 inches Very stiff, tan and orange, FAT CLAY, some sand - CH (TILL)

Soft, tan and gray, weathered SHALE Auger refusal at 32 feet.

SS1 SS2 SS3 SS4 SS5 4-8-8 2-7-8 4-7-12 3-9-11 9-17-25 SAMPLES 5

10 15 20 25 30 35 40 45 LOG OF BORING: B-36 NAVD 88 Project No. J032982.01 2/3/19 AUGER 3 3/4" HOLLOW STEM WASHBORING FROM FEET ALL DRILLER DJK LOGGER D-50 DRILL RIG HAMMER TYPE Auto GROUNDWATER DATA NOTE: STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARIES BETWEEN SOIL TYPES AND THE TRANSITION MAY BE GRADUAL. GRAPHIC LOG FOR ILLUSTRATION PURPOSES ONLY.

DESCRIPTION OF MATERIAL 807.70 DEPTH IN FEET DRILLING DATA Checked by:

Date:

X FREE WATER NOT ENCOUNTERED DURING DRILLING Datum:

Completion Date:

Surface Elevation:

App'vd. by:

Date:

Drawn by: KLR Date: 2/11/19 Geotechnical Exploration Lot 15, Discovery Ridge Columbia, Missouri REMARKS:

LOG OF BORING 2002 N/E J032982.01 - NWMI.GPJ 00 CLONE ME.GPJ 3/11/19 0.5 1.0 1.5 2.0 2.5 LL

- QU/2 PL

- UU/2

- SV 10 20 30 40 50 WATER CONTENT, %

SHEAR STRENGTH, tsf STANDARD PENETRATION RESISTANCE N-VALUE (BLOWS PER FOOT)

(ASTM D 1586)

DRY UNIT WEIGHT (pcf)

SPT BLOW COUNTS CORE RECOVERY/RQD GRAPHIC LOG

Topsoil - 6 inches Stiff, brown and gray, FAT CLAY - CH Very stiff, tan and gray, FAT CLAY - CH (TILL)

Stiff, gray, FAT CLAY, some sand - CH Stiff, gray SILT - ML Soft, SHALE Auger refusal at 45 feet.

SS1 SS2 SS3 SS4 SS5 3-7-8 4-7-9 4-6-9 5-6-6 4-5-8 SAMPLES 5

10 15 20 25 30 35 40 45 LOG OF BORING: B-37 NAVD 88 Project No. J032982.01 2/3/19 AUGER 3 3/4" HOLLOW STEM WASHBORING FROM FEET ALL DRILLER DJK LOGGER D-50 DRILL RIG HAMMER TYPE Auto GROUNDWATER DATA NOTE: STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARIES BETWEEN SOIL TYPES AND THE TRANSITION MAY BE GRADUAL. GRAPHIC LOG FOR ILLUSTRATION PURPOSES ONLY.

DESCRIPTION OF MATERIAL 807.70 DEPTH IN FEET DRILLING DATA Checked by:

Date:

ENCOUNTERED AT 22 FEET Datum:

Completion Date:

Surface Elevation:

App'vd. by:

Date:

Drawn by: KLR Date: 2/11/19 Geotechnical Exploration Lot 15, Discovery Ridge Columbia, Missouri REMARKS:

LOG OF BORING 2002 N/E J032982.01 - NWMI.GPJ 00 CLONE ME.GPJ 3/11/19 0.5 1.0 1.5 2.0 2.5 LL

- QU/2 PL

- UU/2

- SV 10 20 30 40 50 WATER CONTENT, %

SHEAR STRENGTH, tsf STANDARD PENETRATION RESISTANCE N-VALUE (BLOWS PER FOOT)

(ASTM D 1586)

DRY UNIT WEIGHT (pcf)

SPT BLOW COUNTS CORE RECOVERY/RQD GRAPHIC LOG

Topsoil - 6 inches Stiff, brown and gray, LEAN CLAY - CL Stiff to very stiff, brown and gray, FAT CLAY - CH (TILL)

Medium dense, tan and orange, clayey SAND - SC Soft, SHALE Auger refusal at 37.5 feet.

SS1 SS2 SS3 SS4 SS5 2-3-6 2-5-7 3-5-9 4-5-9 7-8-13 SAMPLES 5

10 15 20 25 30 35 40 45 LOG OF BORING: B-38 NAVD 88 Project No. J032982.01 2/3/19 AUGER 3 3/4" HOLLOW STEM WASHBORING FROM FEET ALL DRILLER DJK LOGGER D-50 DRILL RIG HAMMER TYPE Auto GROUNDWATER DATA NOTE: STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARIES BETWEEN SOIL TYPES AND THE TRANSITION MAY BE GRADUAL. GRAPHIC LOG FOR ILLUSTRATION PURPOSES ONLY.

DESCRIPTION OF MATERIAL 813.40 DEPTH IN FEET DRILLING DATA Checked by:

Date:

ENCOUNTERED AT 23 FEET Datum:

Completion Date:

Surface Elevation:

App'vd. by:

Date:

Drawn by: KLR Date: 2/11/19 Geotechnical Exploration Lot 15, Discovery Ridge Columbia, Missouri REMARKS:

LOG OF BORING 2002 N/E J032982.01 - NWMI.GPJ 00 CLONE ME.GPJ 3/11/19 0.5 1.0 1.5 2.0 2.5 LL

- QU/2 PL

- UU/2

- SV 10 20 30 40 50 WATER CONTENT, %

SHEAR STRENGTH, tsf STANDARD PENETRATION RESISTANCE N-VALUE (BLOWS PER FOOT)

(ASTM D 1586)

DRY UNIT WEIGHT (pcf)

SPT BLOW COUNTS CORE RECOVERY/RQD GRAPHIC LOG

Topsoil - 6 inches Brown, LEAN CLAY - CL Stiff, gray and orange, FAT CLAY - (CH) (TILL)

Medium dense, tan and orange, clayey SAND - SC Medium stiff, gray, FAT CLAY - CH (TILL)

Soft, SHALE Auger refusal at 38 feet.

SS1 SS2 SS3 SS4 SS5 2-5-6 2-6-8 3-6-9 5-6-9 10-6-6 SAMPLES 5

10 15 20 25 30 35 40 45 LOG OF BORING: B-39 NAVD 88 Project No. J032982.01 2/3/19 AUGER 3 3/4" HOLLOW STEM WASHBORING FROM FEET ALL DRILLER DJK LOGGER D-50 DRILL RIG HAMMER TYPE Auto GROUNDWATER DATA NOTE: STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARIES BETWEEN SOIL TYPES AND THE TRANSITION MAY BE GRADUAL. GRAPHIC LOG FOR ILLUSTRATION PURPOSES ONLY.

DESCRIPTION OF MATERIAL 810.20 DEPTH IN FEET DRILLING DATA Checked by:

Date:

ENCOUNTERED AT 24 FEET Datum:

Completion Date:

Surface Elevation:

App'vd. by:

Date:

Drawn by: KLR Date: 2/11/19 Geotechnical Exploration Lot 15, Discovery Ridge Columbia, Missouri REMARKS:

LOG OF BORING 2002 N/E J032982.01 - NWMI.GPJ 00 CLONE ME.GPJ 3/11/19 0.5 1.0 1.5 2.0 2.5 LL

- QU/2 PL

- UU/2

- SV 10 20 30 40 50 WATER CONTENT, %

SHEAR STRENGTH, tsf STANDARD PENETRATION RESISTANCE N-VALUE (BLOWS PER FOOT)

(ASTM D 1586)

DRY UNIT WEIGHT (pcf)

SPT BLOW COUNTS CORE RECOVERY/RQD GRAPHIC LOG

CS Continuous Sampler GB Grab Sample NQ NQ Rock Core PST Three-Inch Diameter Piston Tube Sample SS Split-Spoon Sample (Standard Penetration Test)

ST Three-Inch Diameter Shelby Tube Sample Sample Not Recovered PL Plastic Limit (ASTM D4318)

LL Liquid Limit (ASTM D4318)

SV Shear Strength from Field Vane (ASTM D2573)

UU Shear Strength from Unconsolidated-Undrained Triaxial Compression Test (ASTM D2850)

QU Shear Strength from Unconfined Compression Test (ASTM D2166)

COARSE FINE COARSE MEDIUM FINE Symbol GW GP GM GC SW SP SM SC ML CL OL MH CH OH PT Some And 20 to 35%

35 to 50%

Relative composition and Unified Soil Classification System (USCS) designations are based on visual descriptions and are approximate only. If laboratory tests were performed to classify the soil, the USCS designation is shown in parenthesis.

Parting - Inclusion less than 1/8-inch thick Pocket - Inclusion of material that is smaller than sample diameter Little 10 to 20%

1.0 to 2.0 greater than 2.0 Seam - Inclusion 1/8-inch to 3 inches thick N-Value (Blow Count) is the last two, 6-inch drive increments (i.e. 4/7/9, N = 7 + 9 = 16). Values are shown as a summation on the grid plot and shown in the Unit Dry Weight/SPT column.

Trace RELATIVE COMPOSITION 0 to 10%

greater than 4.0 11 to 30 31 to 50

>50 OTHER TERMS Layer - Inclusion greater than 3 inches thick.

Medium Dense Dense Very Dense 0.5 to 1.0 1.0 to 2.0 2.0 to 3.0 STRENGTH OF COHESIVE SOILS Medium Stiff Stiff Very Stiff Hard Consistency Undrained Shear Strength (tsf) less than 0.125 0.125 to 0.25 0.25 to 0.5 0.5 to 1.0 Very Soft Soft Unconfined Comp.

Strength (tsf) less then 0.25 0.25 to 0.5 DENSITY OF GRANULAR SOILS Descriptive Term Approximate N 60 -Value Range Very Loose Loose 0 to 4 5 to 10 Clayey-Gravel, Gravel-Sand-Clay Mixture Silty Gravel, Gravel-Sand-Silt Mixture Poorly-Graded Gravel, Gravel-Sand Mixture Well-Graded Gravel, Gravel-Sand Mixture Major Divisions Description Silty Sand, Sand-Silt Mixture Poorly-Graded Sand, Gravelly Sand Well-Graded Sand, Gravelly Sand Peat, Humus, Swamp Soil Organic Clay, Medium to High Plasticity Fat Clay, High Plasticity Silt, High Plasticity Organic Silts or Lean Clays, Low Plasticity Lean Clay, Sandy Clay, Silty Clay, Low to Medium Plasticity Silt, Sandy Silt, Clayey Silt, Slight Plasticity Clayey-Sand, Sand-Clay Mixture Silts and Clays Fine-Grained Soils (More than 50%

Smaller than No.

200 Sieve Size)

Highly Organic Soils Clean Gravels Little or no Fines Gravels with Appreciable Fines Clean Sands Little or no Fines Sands with Appreciable Fines Liquid Limit Less Than 50 Liquid Limit Greater Than 50 Gravel and Gravelly Soil Sand and Sandy Soils Coarse-Grained Soils (More than 50%

Larger than No. 200 Sieve Size)

Silts and Clays BOULDERS SOIL GRAIN SIZE IN MILLIMETERS UNIFIED SOIL CLASSIFICATION SYSTEM BORING LOG: TERMS AND SYMBOLS LEGEND SOIL GRAIN SIZE US STANDARD SIEVE SAND SILT CLAY GRAVEL COBBLES 12" 3"

3/4" 4

10 40 200 300 76.2 19.1 4.76 2.00 0.42 0.074 0.005 MH CL-ML CL CH 0 %

10 %

20 %

30 %

40 %

50 %

60 %

70 %

80 %

0 %

10 %

20 %

30 %

40 %

50 %

60 %

70 %

80 %

90 %

100 % 110 %

Plasticity Index Liquid Limit Plasticity Chart

Strength Color Crystallinity Grain Size Mass Bedding GEOLOGIC DEFINITIONS Description Criteria greater than 48 inches Criteria less than 2 inches 2 to 24 inches 24 to 48 inches Medium Thick Massive Fine Grained Grains are barely visible with the naked eye Sandstone - Predominantly quartz grains cemented by silica, iron, clay or carbonate material. Color depends on cementing agent; porous and pervious; hard and generally thickly bedded.

Siltstone - Composition similar to sandstone but at least 50% grains 0.002 to 0.02 millimeters in size. Rarely forms thick beds, but often hard.

Shale - Predominant particles are less than 0.002 millimeters with a well defined fissile fabric. Commonly interbedded with sandstone or limestone and relatively soft.

Limestone - Contains more than 50%

calcium carbonate. The calcite can be precipitated chemically, organically, or it may be detrital in origin. Reacts with dilute HCL.

BEDDING GRAIN SIZE ROCK CORE DESCRIPTIONS TERM Weak Moderately Weathered Discoloration throughout, slight loss of strength, texture intact Slightly Weathered Slight discoloration inward from fractures Unweathered No visible alteration of rock mass Weathering SEDIMENTARY ROCK TYPE Extremely Weak Very Weak Stylolite - A term applied to parts of certain limestones which have a column like development that is grooved, sutured or striated and irregular in cross-section.

Medium Strong Description Coarse Grained Grains are larger than 2 mm in diameter Thin REFERENCE Uniaxial Compressive Strength (psi)

STRENGTH Description less than 150 VOIDS Description Criteria Dense Pitted Voids Larger than 6 inches in diameter QUALITY Fissility - A property of splitting along closely spaced parallel planes.

Argillaceous - A term applied to rock or substances having a notable portion, greater then 30%, clay in composition.

Majority of rock mass reduced to soil-like state with relic rock structure Entire rock mass appears discolored and dull, texture indistinct, fabric intact Severely Weathered WEATHERING Aphanitic Crystals cannot be seen with the naked eye Highly Weathered Visible to 1/4-inch 1/4-inch to diameter of the core Medium Grained Grains up to 2 mm in diameter Very Coarsely Crystalline Crystals are larger than 1/4-inch in diameter Coarsely Crystalline Grains cannot be seen with the naked eye 150 to 700 700 to 4,000 4,000 to 7,000 7,000 to 15,000 Strong Dolomite - Harder and heavier than limestone. Forms by alteration of limestone or by direct precipitation from sea water.

Reacts with dilute HCL only when powdered.

Coal - Composed of highly altered plant remains and varying amounts of clay, generally black in color.

Chert - Formed by silica deposited from solution in water. May occur as nodules or relatively thick beds.

Crystals are 1/8-to 1/4-inch in diameter Medium Crystalline Crystals are medium size; up to 1/8-inch diameter Very Strong 15,000 to 36,000 Very Finely Crystalline Crystals are barely visible with the naked eye Finely Crystalline Crystals are easily visible with the naked eye CRYSTALLINITY Common colors are gray, brown, black and white. Exotic colors such as green, blue, maroon can be used when necessary.

COLOR Extremely Strong greater than 36,000 25 to 50 Quality Description Criteria 0 to 25 Excellent Good Fair Poor Very Poor Slickenside - A polished or striated surface on or within a rock.

Brecciated - A rock texture which is composed of angular fragments which correspond in size to gravel and/or pebbles.

Percent RQD Description 90 to 100 75 to 90 50 to 75 Vuggy Cavity Usually not visible with the naked eye Oolitic - A spherical or ellipsoidal texture, 0.25 to 2.0 mm in diameter, with concentric or radial structure.

Description Criteria Very Finely Grained

Geotechnical Exploration Lot 15, Discovery Ridge l Columbia, Missouri March 8, 2019 l Geotechnology Project No. J032982.01 FROM THE GROUND UP APPENDIX E - ROCK CORE PHOTOGRAPHS

BORING B-1 RUN DEPTH, FT RECOVERY, %

RQD, %

1 38.0-39.5 100 28 2

39.5-41.0 90 0

3 41.0-48.0 90 12 BORING B-3 RUN DEPTH, FT RECOVERY, %

RQD, %

1 34.5-36.0 100 44 2

36.0-41.0 100 30 3

41.0-445 100 26 J032982.01 Geotechnical Exploration B-1 Lot 15, Discovery Ridge Box 1 of 1 Columbia, Missouri J032982.01 Geotechnical Exploration B-3 Lot 15, Discovery Ridge Box 1 of 1 Columbia, Missouri

BORING B-5 RUN DEPTH, FT RQD, %

1 35.5-39.0 94 2

39.0-45.0 60 3

45.0-45.5 RECOVERY, %

100 100 100 33 BORING B-7 RUN DEPTH, FT RQD, %

1 29.5-31.0 0

2 31.0-46.0 28 3

36.0-39.0 RECOVERY, %

100 72 100 86 J032982.01 B-5 Box 1 of 1 Geotechnical Exploration Lot 15, Discovery Ridge Columbia, Missouri J032982.01 B-7 Box 1 of 1 Geotechnical Exploration Lot 15, Discovery Ridge Columbia, Missouri

BORING B-9 RUN DEPTH, FT RQD, %

1 39.0-41.0 50 2

41.0-46.0 22 3

46.0-49.0 RECOVERY, %

95 85 100 64 BORING B-11 RUN DEPTH, FT RQD, %

1 34.5-36.0 0

2 36.0-41.5 22 3

41.5-44.5 RECOVERY, %

100 100 92 58 Geotechnical Exploration B-9 Lot 15, Discovery Ridge Box 1 of 1 Columbia, Missouri J032982.01 Geotechnical Exploration B-11 Lot 15, Discovery Ridge Box 1 of 1 Columbia, Missouri J032982.01

BORING B-13 RUN DEPTH, FT RQD, %

1 29.0-31.0 25 2

31.0-36.0 92 3

36.0-39.0 RECOVERY, %

100 100 100 25 BORING B-15 RUN DEPTH, FT RQD, %

1 39.5-41.0 100 2

41.0-46.0 50 3

46.0-49.5 RECOVERY, %

100 100 100 29 Geotechnical Exploration B-13 Lot 15, Discovery Ridge Box 1 of 1 Columbia, Missouri J032982.01 Geotechnical Exploration B-15 Lot 15, Discovery Ridge Box 1 of 1 Columbia, Missouri J032982.01

BORING B-17 RUN DEPTH, FT RQD, %

1 34.0-35.0 47 2

35.0-41.5 25 3

41.5-44.5 RECOVERY, %

100 100 100 29 BORING B-19 RUN DEPTH, FT RQD, %

1 39.0-40.0 33 2

40.0-45.5 45 3

45.5-49.0 RECOVERY, %

67 95 100 57 Geotechnical Exploration B-17 Lot 15, Discovery Ridge Box 1 of 1 Columbia, Missouri J032982.01 Geotechnical Exploration B-19 Lot 15, Discovery Ridge Box 1 of 1 Columbia, Missouri J032982.01

BORING B-21 RUN DEPTH, FT RQD, %

1 34.0-35.0 47 2

35.0-41.5 25 3

41.5-44.5 RECOVERY, %

100 100 100 29 BORING B-23 RUN DEPTH, FT RQD, %

1 39.0-40.5 0

2 40.5-45.5 45 3

45.5-49.0 RECOVERY, %

100 83 98 86 Geotechnical Exploration B-21 Lot 15, Discovery Ridge Box 1 of 1 Columbia, Missouri J032982.01 Geotechnical Exploration B-23 Lot 15, Discovery Ridge Box 1 of 1 Columbia, Missouri J032982.01

Geotechnical Exploration Lot 15, Discovery Ridge l Columbia, Missouri March 8, 2019 l Geotechnology Project No. J032982.01 FROM THE GROUND UP APPENDIX F - LABORATORY RESULTS

Project No.:

Project Name:

Material:

Boring Number:

Sample ID:

Depth (ft):

J032892.01 NWMI RFP Building Soil B-2 ST3 6 to 8 TEST REPORT MINIMUM LABORATORY SOIL RESISTIVITY AASHTOT288 Resistance Soil Box Soil Resistivity Moisture February 22, 2019 Page 1 of 1 Reading Measurement Factor (cm)

(ohms-cm)

Content (%)

1 3,085 0.57 1,758.45 12.8

2 1,372 0.57 782.04 20.2

3 1,532 0.57 873.24 26.1

4 1,692 0.57 964.44 32.4

5 1,930 0.57 1,100.10 39.3 Minimum Soil Resistivity 782.04

============= FROM THE GROUND UP============~

Project No.:

Project Name:

Material:

Boring Number:

Sample ID:

Depth (ft):

J032892.01 NWMI RFP Building Soil B-8 ST3 8 to 10 TEST REPORT MINIMUM LABORATORY SOIL RESISTIVITY AASHTO T288 Resistance Soil Box Soil Resistivity Moisture February 22, 2019 Page 1 of 1 Reading Measurement Factor (cm)

(ohms-cm)

Content (%)

1 3,498 0.57 1,993.86 13.2

2 1,517 0.57 864.69 20.5

3 1,720 0.57 980.40 24.4

4 1,859 0.57 1,059.63 31.3

5 2,163 0.57 1,232.91 39.3 Minimum Soil Resistivity 864.69

======== FROM THE GROUND UP==========

Project No.:

Project Name:

Material:

Boring Number:

Sample ID:

Depth (ft):

J032892.01 NWMI RFP Building Soil B-21 ST5 18 to 20 TEST REPORT MINIMUM LABORATORY SOIL RESISTIVITY AASHTO T288 Resistance Soil Box Soil Resistivity Moisture February 22, 2019 Page 1 of 1 Reading Measurement Factor (cm)

(ohms-cm}

Content (%)

1 4,954 0.57 2,823.78 11.8

2 3,820 0.57 2,177.40 18.6

3 4,435 0.57 2,527.95 24.2

4 5,359 0.57 3,054.63 31.6

5 6,274 0.57 3,576.18 38.4 Minimum Soil Resistivity 2,177.40

======= FROM THE GROUND UP==========

90 Penetration Curve

/'

80 70

/

V 60

/

"iii

/

C. -5 50 V

II) ii:

/

C 0

u, 40 V

II) f -"'

30 /

20 I 10 I 0

0.0 0.1 0.2 0.3 0.4 0.5 0.6 Penetration (inches)

SAMPLE INFORMATION Boring: B-26 Sample:

Bulk Depth:

1 to 5 feet SAMPLE DATA Maximum Dry Unit Weight (pcf):

116.2 Optimum Moisture Content(%):

14.3 Compacted Dry Unit Weight (pcf):

104.2 MOISTURE CONTENT DATA Tested By: EKG I Calc'd By:

AGB J Check'd By: EKG Before Compaction(%):

16.1 Date: 2/14/2019 IDate: 2/22/2019 !Date: 2/25/2019 After Compaction(%}:

16.0 Cl!!! GEOTECHN.~.~9!!~

After Soaking (Top 1-inch) (%):

30.7 After Soaking (Average)(%):

21.1 RESULTS NWMI RPF Building Swell(%):

4.6 Columbia, Missouri CBR at 0.1 inches:

3.1 CBR at 0.2 inches:

2.9 CALIFORNIA BEARING RATIO (CBR) TEST CBR at 0.1 inches (Corrected):

NA ASTM D1883 CBR at 0.2 inches (Corrected):

NA Proiect Number:

J032982.01

LABORATORY COMPACTION TEST 120.0

\\

I I

. Test Values 119.0

[\\

- - - - - Zero Air Voids

\\

~

118.0

\\

117.0 I\\

116.0

/

\\

115.0 I\\

/

\\

~

114.0 I

c.:-

I

\\

u

..8:

113.0 I

\\

s:.

C)

I

~

112.0 I

\\

"i:

111.0 I

~

C 110.0 I

\\

109.0 1:1 108.0 107.0 106.0 105.0 5

6 7

8 9

10 11 12 13 14 15 16 17 18 19 20 Water Content (%)

SAMPLE INFORMATION OVERSIZE CORRECTED RESULTS Boring: B-26 Sample: Bulk Depth:

1 to 5 feet Maximum Dry Unit Weight (pcf):

NA SAMPLE DATA Optimum Moisture Content(%):

NA Moisture Content (% }:

29.9 Tested By: DS Calc'd By:

AGB Check'd By: EG Liquid Limit:

60 Date: 2/11/2019 Date: 2/13/2019 Date: 2/13/2019 Plastic Limit:

22

~!!!!GEOTECH~!~q!!~

Plasticity Index:

38 Sample Classification:

CH Estimated Specific Gravity:

2.680 NWMI RPF Building RESULTS Columbia, Missouri Maximum Dry Unit Weight (pcf):

116.2 Optimum Moisture Content(%):

14.3 LABORATORY COMPACTION TEST ASTM D1557 METHOD A Project Number:

J032982.01

iii;

== GEOTECHNOLOGV~

FROM THE GROUND UP Liquid Limit=

41 Plastic Limit=

17 Plastic Index=

24 uses:

CL Compression Index, Cc=

0.01 Void Ratio, e0 =

0.541 Recompression Index, Cr=

0.01 Preconsolidation Pressure =

2.1 tsf 0.50 CP 0

a, 0::,,

o >

0.45 0.60 I

I I

I I.

I I

1 1

--- --e......._ r-,, I I

I' I

~

I I

I

<~-

I I

I

~

I I

'i'.

I I

,~J

\\

I

' I I

--r&-,-~'

\\~

I

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I I -,.. I~

i\\

I N ~-

I

~

I I

I 0.55 I

I I

I 0.40 I

I 0.35 0.01 0.1 10 100 P501 (10/05/10)

Effective Vertical Stress, a'v (tsf) 1-D CONSOLIDATION TEST: INCREMENTAL ASTM D 2435 Project No.: J032982.01 Boring: B-11 Sample: ST5 - Depth: 18-20 J032982.01 B-11 ST5 Consol.xis, VoidPlot, 2/28/2019

Geotechnical Exploration Lot 15, Discovery Ridge l Columbia, Missouri March 8, 2019 l Geotechnology Project No. J032982.01 FROM THE GROUND UP APPENDIX G - CHEMICAL TEST RESULTS

ht tp:/ / w w w.teklabinc.com/

February 20, 2019 WorkOrder: 19020641 NWMI/J032982.01 RE:

Dear Brian Sanders:

TEKLAB, INC received 3 samples on 2/11/2019 5:33:00 PM for the analysis presented in the following report.

Samples are analyzed on an as received basis unless otherwise requested and documented. The sample results contained in this report relate only to the requested analytes of interest as directed on the chain of custody. NELAP accredited fields of testing are indicated by the letters NELAP under the Certification column. Unless otherwise documented within this report, Teklab Inc. analyzes samples utilizing the most current methods in compliance with 40CFR.

All tests are performed in the Collinsville, IL laboratory unless otherwise noted in the Case Narrative.

All quality control criteria applicable to the test methods employed for this project have been satisfactorily met and are in accordance with NELAP except where noted. The following report shall not be reproduced, except in full, without the written approval of Teklab, Inc.

If you have any questions regarding these tests results, please feel free to call.

Sincerely, 11816 Lackland Road St. Louis, MO 63146 (314) 997-7440 (314) 997-2067 TEL:

FAX:

Brian Sanders Geotechnology, Inc.

Emily Pohlman Project Manager (618)344-1004 ex 44 epohlman@teklabinc.com Page 1 of 12

This reporting package includes the following:

Report Contents Client Project: NWMI/J032982.01 Client: Geotechnology, Inc.

Report Date: 20-Feb-2019 Work Order: 19020641 ht tp:/ / ww w.teklabinc.com/

Cover Letter 1

Report Contents 2

Definitions 3

Case Narrative 4

Accreditations 5

Laboratory Results 6

Quality Control Results 9

Receiving Check List 12 Chain of Custody Appended Page 2 of 12

____TeklabHdrP Definitions Client Project: NWMI/J032982.01 Client: Geotechnology, Inc.

Report Date: 20-Feb-2019 Work Order: 19020641 ht tp:/ / ww w.teklabinc.com/

Abbr Definition

Analytes on report marked with an asterisk are not NELAP accredited CCV Continuing calibration verification is a check of a standard to determine the state of calibration of an instrument between recalibration.

CRQL A Client Requested Quantitation Limit is a reporting limit that varies according to customer request. The CRQL may not be less than the MDL.

DF Dilution factor is the dilution performed during analysis only and does not take into account any dilutions made during sample preparation. The reported result is final and includes all dilution factors.

DNI Did not ignite DUP Laboratory duplicate is a replicate aliquot prepared under the same laboratory conditions and independently analyzed to obtain a measure of precision.

ICV Initial calibration verification is a check of a standard to determine the state of calibration of an instrument before sample analysis is initiated.

IDPH IL Dept. of Public Health LCS Laboratory control sample is a sample matrix, free from the analytes of interest,spiked with verified known amounts of analytes and analyzed exactly like a sample to establish intra-laboratory or analyst specific precision and bias or to assess the performance of all or a portion of the measurement system.

LCSD Laboratory control sample duplicate is a replicate laboratory control sample that is prepared and analyzed in order to determine the precision of the approved test method. The acceptable recovery range is listed in the QC Package (provided upon request).

MBLK Method blank is a sample of a matrix similar to the batch of associated sample (when available) that is free from the analytes of interest and is processed simultaneously with and under the same conditions as samples through all steps of the analytical procedures, and in which no target analytes or interferences should present at concentrations that impact the analytical results for sample analyses.

MDL "The method detection limit is defined as the minimum measured concentration of a substance that can be reported with 99% confidence that the measured concentration is distinguishable from method blank results."

MS Matrix spike is an aliquot of matrix fortified (spiked) with known quantities of specific analytes that is subjected to the entire analytical procedures in order to determine the effect of the matrix on an approved test methods recovery system. The acceptable recovery range is listed in the QC Package (provided upon request).

MSD Matrix spike duplicate means a replicate matrix spike that is prepared and analyzed in order to determine the precision of the approved test method.

The acceptable recovery range is listed in the QC Package (provided upon request).

MW Molecular weight ND Not Detected at the Reporting Limit NELAP NELAP Accredited PQL Practical quantitation limit means the lowest level that can be reliably achieved within specified limits of precision and accuracy during routine laboratory operation conditions.

RL The reporting limit the lowest level that the data is displayed in the final report. The reporting limit may vary according to customer request or sample dilution. The reporting limit may not be less than the MDL.

RPD Relative percent difference is a calculated difference between two recoveries (ie. MS/MSD). The acceptable recovery limit is listed in the QC Package (provided upon request).

SPK The spike is a known mass of target analyte added to a blank sample or sub-sample; used to determine recovery deficiency or for other quality control purposes.

Surr Surrogates are compounds which are similar to the analytes of interest in chemical composition and behavior in the analytical process, but which are not normally found in environmental samples.

TIC Tentatively identified compound: Analytes tentatively identified in the sample by using a library search. Only results not in the calibration standard will be reported as tentatively identified compounds. Results for tentatively identified compounds that are not present in the calibration standard, but are assigned a specific chemical name based upon the library search, are calculated using total peak areas from reconstructed ion chromatograms and a response factor of one. The nearest Internal Standard is used for the calculation. The results of any TICs must be considered estimated, and are flagged with a "T". If the estimated result is above the calibration range it is flagged "ET" TNTC Too numerous to count ( > 200 CFU )

Qualifiers

- Unknown hydrocarbon B - Analyte detected in associated Method Blank C - RL shown is a Client Requested Quantitation Limit E - Value above quantitation range H - Holding times exceeded I - Associated internal standard was outside method criteria J - Analyte detected below quantitation limits M - Manual Integration used to determine area response ND - Not Detected at the Reporting Limit R - RPD outside accepted recovery limits S - Spike Recovery outside recovery limits T - TIC(Tentatively identified compound)

X - Value exceeds Maximum Contaminant Level Page 3 of 12

Case Narrative Client Project: NWMI/J032982.01 Client: Geotechnology, Inc.

Report Date: 20-Feb-2019 Work Order: 19020641 ht tp:/ / ww w.teklabinc.com/

Cooler Receipt Temp: 3.22 °C Locations Collinsville 5445 Horseshoe Lake Road Collinsville, IL 62234-7425 (618) 344-1004 (618) 344-1005 jhriley@teklabinc.com Springfield 3920 Pintail Dr Springfield, IL 62711-9415 (217) 698-1004 (217) 698-1005 KKlostermann@teklabinc.com Kansas City 8421 Nieman Road Lenexa, KS 66214 (913) 541-1998 (913) 541-1998 jhriley@teklabinc.com Collinsville Air 5445 Horseshoe Lake Road Collinsville, IL 62234-7425 (618) 344-1004 (618) 344-1005 EHurley@teklabinc.com Chicago 1319 Butterfield Rd.

Downers Grove, IL 60515 (630) 324-6855 arenner@teklabinc.com Page 4 of 12

____TeklabHdrP Accreditations Client Project: NWMI/J032982.01 Client: Geotechnology, Inc.

Report Date: 20-Feb-2019 Work Order: 19020641 ht tp:/ / ww w.teklabinc.com/

NELAP State Cert #

Exp Date Lab Dept Illinois 100226 1/31/2019 Collinsville NELAP IEPA Kansas E-10374 4/30/2019 Collinsville NELAP KDHE Louisiana 166493 6/30/2019 Collinsville NELAP LDEQ Louisiana 166578 6/30/2019 Collinsville NELAP LDEQ Oklahoma 9978 8/31/2019 Collinsville NELAP ODEQ Arkansas 88-0966 3/14/2019 Collinsville ADEQ Illinois 17584 5/31/2019 Collinsville IDPH Indiana C-IL-06 2/28/2019 Collinsville ISDH Kentucky 98006 12/31/2019 Collinsville KDEP Kentucky 0073 1/31/2019 Collinsville UST Louisiana LA016 12/31/2019 Collinsville LDPH Missouri 930 1/31/2022 Collinsville MDNR Missouri 00930 5/31/2019 Collinsville MDNR Tennessee 04905 1/31/2019 Collinsville TDEC Page 5 of 12 ht tp:/ / ww w.teklabinc.com/

TeklabHdrP Laboratory Results Client Project: NWMI/J032982.01 Client: Geotechnology, Inc.

Report Date: 20-Feb-2019 Work Order: 19020641 ht tp:/ / ww w.teklabinc.com/

Analyses Result Units Date Analyzed RL DF Certification Qual Collection Date: 02/11/2019 14:30 Lab ID: 19020641-001 Client Sample ID: B-2 ST3 6-8 ft Matrix: SOLID Batch ASTM G200-09 Oxidation-Reduction Potential 02/15/2019 10:44

-2000 mV 1

340 R258214 Sample was analyzed at 20C with KCl saturated Ag/AgCl electrode.

EPA SW846 3550C, 5035A, ASTM D2974 Percent Moisture 02/12/2019 17:27 0.1 1

14.5 R258087 STANDARD METHODS 4500-CL E (TOTAL) 1997 Chloride 02/18/2019 12:27 58 mg/Kg-dry 1

62 NELAP 150310 SW-846 9030B, 9034 Sulfide, Total J

02/13/2019 10:57 30 mg/Kg-dry 1

10 NELAP 150294 SW-846 9036 (TOTAL)

Sulfate J

02/18/2019 12:27 120 mg/Kg-dry 1

110 NELAP 150309 Page 6 of 12

TeklabHdrP Laboratory Results Client Project: NWMI/J032982.01 Client: Geotechnology, Inc.

Report Date: 20-Feb-2019 Work Order: 19020641 ht tp:/ / ww w.teklabinc.com/

Analyses Result Units Date Analyzed RL DF Certification Qual Collection Date: 02/11/2019 14:30 Lab ID: 19020641-002 Client Sample ID: B-8 ST3 8-10 ft Matrix: SOLID Batch ASTM G200-09 Oxidation-Reduction Potential 02/15/2019 10:44

-2000 mV 1

359 R258214 Sample was analyzed at 20C with KCl saturated Ag/AgCl electrode.

EPA SW846 3550C, 5035A, ASTM D2974 Percent Moisture 02/12/2019 17:27 0.1 1

16.6 R258087 STANDARD METHODS 4500-CL E (TOTAL) 1997 Chloride J

02/18/2019 12:38 59 mg/Kg-dry 1

23 NELAP 150428 SW-846 9030B, 9034 Sulfide, Total 02/13/2019 10:59 34 mg/Kg-dry 1

< 34 NELAP 150294 SW-846 9036 (TOTAL)

Sulfate JS 02/18/2019 12:38 120 mg/Kg-dry 1

86 NELAP 150429 Matrix spike did not recover within control limits. Results verified by dilution.

Page 7 of 12

TeklabHdrP Laboratory Results Client Project: NWMI/J032982.01 Client: Geotechnology, Inc.

Report Date: 20-Feb-2019 Work Order: 19020641 ht tp:/ / ww w.teklabinc.com/

Analyses Result Units Date Analyzed RL DF Certification Qual Collection Date: 02/11/2019 14:30 Lab ID: 19020641-003 Client Sample ID: B-21 ST5 18-20 ft Matrix: SOLID Batch ASTM G200-09 Oxidation-Reduction Potential 02/15/2019 10:44

-2000 mV 1

321 R258214 Sample was analyzed at 20C with KCl saturated Ag/AgCl electrode.

EPA SW846 3550C, 5035A, ASTM D2974 Percent Moisture 02/12/2019 17:28 0.1 1

15.0 R258087 STANDARD METHODS 4500-CL E (TOTAL) 1997 Chloride J

02/18/2019 12:30 58 mg/Kg-dry 1

26 NELAP 150310 SW-846 9030B, 9034 Sulfide, Total 02/13/2019 11:00 34 mg/Kg-dry 1

< 34 NELAP 150294 SW-846 9036 (TOTAL)

Sulfate J

02/18/2019 12:30 120 mg/Kg-dry 1

110 NELAP 150309 Page 8 of 12

Quality Control Results Client Project: NWMI/J032982.01 Client: Geotechnology, Inc.

Report Date: 20-Feb-2019 Work Order: 19020641 ht tp:/ / ww w.teklabinc.com/

ASTM G200-09 SampID:

LCS-R258214 SampType:

LCS mV Units R258214 Batch Analyses Result Date Analyzed RL Spike Qual SPK Ref Val %REC Low Limit High Limit Oxidation-Reduction Potential 02/15/2019

-2000 235.0 227 96.8 0

95.74 104.26 EPA SW846 3550C, 5035A, ASTM D2974 SampID:

LCS SampType:

LCS Units R258087 Batch Analyses Result Date Analyzed RL Spike Qual SPK Ref Val %REC Low Limit High Limit Percent Moisture 02/12/2019 0.1 99.00 99.0 100.0 0

90 110 SampID:

LCSQC SampType:

LCSQC Units R258087 Batch Analyses Result Date Analyzed RL Spike Qual SPK Ref Val %REC Low Limit High Limit Percent Moisture 02/12/2019 0.1 99.00 99.0 100.0 0

90 110 STANDARD METHODS 4500-CL E (TOTAL) 1997 SampID:

MBLK 190213 SampType:

MBLK mg/Kg Units 150310 Batch Analyses Result Date Analyzed RL Spike Qual SPK Ref Val %REC Low Limit High Limit Chloride 02/18/2019 50 50.00

< 50 0

0

-100 100 SampID:

MB-R258288 SampType:

MBLK mg/Kg Units 150310 Batch Analyses Result Date Analyzed RL Spike Qual SPK Ref Val %REC Low Limit High Limit Chloride 02/18/2019 50 5.000

< 50 0

0

-100 100 SampID:

LCS-R258288 SampType:

LCS mg/Kg Units 150310 Batch Analyses Result Date Analyzed RL Spike Qual SPK Ref Val %REC Low Limit High Limit Chloride 02/18/2019 50 200.0 198 99.0 0

90 110 SampID:

MBLK 190215 SampType:

MBLK mg/Kg Units 150428 Batch Analyses Result Date Analyzed RL Spike Qual SPK Ref Val %REC Low Limit High Limit Chloride 02/18/2019 50 50.00

< 50 0

0

-100 100 SampID:

MB-R258288 SampType:

MBLK mg/Kg Units 150428 Batch Analyses Result Date Analyzed RL Spike Qual SPK Ref Val %REC Low Limit High Limit Chloride 02/18/2019 50 5.000

< 50 0

0

-100 100 Page 9 of 12

Quality Control Results Client Project: NWMI/J032982.01 Client: Geotechnology, Inc.

Report Date: 20-Feb-2019 Work Order: 19020641 ht tp:/ / ww w.teklabinc.com/

STANDARD METHODS 4500-CL E (TOTAL) 1997 SampID:

LCS-R258288 SampType:

LCS mg/Kg Units 150428 Batch Analyses Result Date Analyzed RL Spike Qual SPK Ref Val %REC Low Limit High Limit Chloride 02/18/2019 50 200.0 198 99.0 0

90 110 SampID:

19020641-002AMS SampType:

MS mg/Kg-dry Units 150428 Batch Analyses Result Date Analyzed RL Spike Qual SPK Ref Val %REC Low Limit High Limit Chloride 02/18/2019 59 235.0 259 100.5 23.26 85 115 SampID:

19020641-002AMSD SampType:

MSD mg/Kg-dry Units 150428 Batch RPD Limit 15 Analyses Result Date Analyzed RL Spike Qual SPK Ref Val %REC RPD Ref Val %RPD Chloride 02/18/2019 59 235.0 264 102.4 1.71 23.26 259.4 SW-846 9030B, 9034 SampID:

MBLK 190213 TSUL SampType:

MBLK mg/Kg Units 150294 Batch Analyses Result Date Analyzed RL Spike Qual SPK Ref Val %REC Low Limit High Limit Sulfide, Total 02/13/2019 30 10.70

< 30 0

0

-100 100 SampID:

LCS 190213 TSUL SampType:

LCS mg/Kg Units 150294 Batch Analyses Result Date Analyzed RL Spike Qual SPK Ref Val %REC Low Limit High Limit Sulfide, Total 02/13/2019 30 79.60 78 98.5 0

66.8 113 SampID:

19020641-001ADUP SampType:

DUP mg/Kg-dry Units 150294 Batch RPD Limit 15 Analyses Result Date Analyzed RL Spike Qual SPK Ref Val %REC RPD Ref Val %RPD Sulfide, Total 02/13/2019 34

< 34 0.00 12.79 SW-846 9036 (TOTAL)

SampID:

MBLK 190213 SampType:

MBLK mg/Kg Units 150309 Batch Analyses Result Date Analyzed RL Spike Qual SPK Ref Val %REC Low Limit High Limit Sulfate 02/18/2019 100 574.0

< 100 0

0

-100 100 SampID:

MB-R258285 SampType:

MBLK mg/Kg Units 150309 Batch Analyses Result Date Analyzed RL Spike Qual SPK Ref Val %REC Low Limit High Limit Sulfate 02/18/2019 100 57.40

< 100 0

0

-100 100 Page 10 of 12

Quality Control Results Client Project: NWMI/J032982.01 Client: Geotechnology, Inc.

Report Date: 20-Feb-2019 Work Order: 19020641 ht tp:/ / ww w.teklabinc.com/

SW-846 9036 (TOTAL)

SampID:

LCS-R258285 SampType:

LCS mg/Kg Units 150309 Batch Analyses Result Date Analyzed RL Spike Qual SPK Ref Val %REC Low Limit High Limit Sulfate 02/18/2019 100 200.0 188 93.8 0

90 110 SampID:

MBLK 190215 SampType:

MBLK mg/Kg Units 150429 Batch Analyses Result Date Analyzed RL Spike Qual SPK Ref Val %REC Low Limit High Limit Sulfate 02/18/2019 100 574.0

< 100 0

0

-100 100 SampID:

MB-R258285 SampType:

MBLK mg/Kg Units 150429 Batch Analyses Result Date Analyzed RL Spike Qual SPK Ref Val %REC Low Limit High Limit Sulfate 02/18/2019 100 57.40

< 100 0

0

-100 100 SampID:

LCS-R258285 SampType:

LCS mg/Kg Units 150429 Batch Analyses Result Date Analyzed RL Spike Qual SPK Ref Val %REC Low Limit High Limit Sulfate 02/18/2019 100 200.0 188 93.8 0

90 110 SampID:

19020641-002AMS SampType:

MS mg/Kg-dry Units 150429 Batch Analyses Result Date Analyzed RL Spike Qual SPK Ref Val %REC Low Limit High Limit Sulfate S

02/18/2019 117 117.5 147 51.5 86.11 85 115 SampID:

19020641-002AMSD SampType:

MSD mg/Kg-dry Units 150429 Batch RPD Limit 10 Analyses Result Date Analyzed RL Spike Qual SPK Ref Val %REC RPD Ref Val %RPD Sulfate S

02/18/2019 117 117.5 156 59.3 6.06 86.11 146.6 Page 11 of 12

Receiving Check List Client Project: NWMI/J032982.01 Client: Geotechnology, Inc.

Report Date: 20-Feb-2019 Work Order: 19020641 ht tp:/ / w ww.teklabinc.com/

Received By: AMD Carrier: Gary Quigley Completed by:

Reviewed by:

On:

11-Feb-2019 On:

11-Feb-2019 Shipping container/cooler in good condition?

Yes No Not Present Chain of custody present?

Yes No Chain of custody signed when relinquished and received?

Yes No Chain of custody agrees with sample labels?

Yes No Samples in proper container/bottle?

Yes No Sample containers intact?

Yes No Sufficient sample volume for indicated test?

Yes No All samples received within holding time?

Yes No Container/Temp Blank temperature in compliance?

Yes No Temp °C When thermal preservation is required, samples are compliant with a temperature between 0.1°C - 6.0°C, or when samples are received on ice the same day as collected.

Water - at least one vial per sample has zero headspace?

Yes No No VOA vials Water - pH acceptable upon receipt?

Yes No NA Type of thermal preservation?

None Ice Blue Ice Dry Ice Chain of custody 1

Extra pages included 0

Reported field parameters measured:

Field Lab NA Water - TOX containers have zero headspace?

No TOX containers Yes No NPDES/CWA TCN interferences checked/treated in the field?

Yes No NA Amber M. Dilallo Shelly A. Hennessy Page 12 of 12

.;*-:Prin_i.FOrm. -_--.-1 Teklab Chain of Custody Pg. _of_

5445 Horseshoe Lake Road - Collinsville, I~*

Phone: (618)344-1004 - Fax:(618)344-1005 rJ-------------------,J Arethesampleschill

? "{ Yes (o' No with: V Ice (' Blue ice

~lient Name: Geotechnology, Inc.

, \\

{'-

Preserved in

(' Lab (' Field

==========~

!Address: 11816 Lackland Rd. Suite 150 I Cooler Temp ~Z-"l Sampler Erin Grimes

======:::::;-;==:::::;-;:::=~

!City: St. Louis I IMO 1163146 I

~---------~ ~---~

Comments

!Project Name/Number. NWMl/1032982.01 I

No need to call about the samples not being on ice. Please proceed with testing as is.

Contact Brian Sanders eMail bsanders@geotechnolo~ Phone 314-997-7440 Requested Due Date 2-11-19 Billing/POGE0-6124-2019 Lab Use Sample ID J'!

X 0

Sample Date/Time Preservative Matrix

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D D D D D D D D D D D

Date/Time

""The individUal signing this agreement on behalf of dient acknowledges that they have read and understand the terms of this agreement and that they have the authority to sign on behalf of dient.

ML19304B937

Text

Title:

Title:

Dear Ms. Haass:

SUMMARY

1.0 INTRODUCTION

7.0 CONCLUSION

======== FROM THE GROUND UP==========

======= FROM THE GROUND UP==========

Dear Brian Sanders:

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