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Northwest Medical Isotopes, LLC - Document No. NWMI-2015-RAI-001, Revision 0, Appendix K. Part 9 of 14
	ML15328A080
Person / Time
Site:	Northwest Medical Isotopes
Issue date:	11/20/2015
From:	Klein J; Northwest Medical Isotopes, Terracon Consultants
To:	; Office of Nuclear Reactor Regulation, Trabue, Hansen & Hinshaw
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NWMI-201 5-RAI-001 NW*;.. Ir*=m

'M~v Rev. 0 Appendix K -

Preliminary Geotechnical Engineering Report Discovery Ridge -

Certified Site Program Lots 2, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, and 18 (Terracon, 2011b)

K-i

Preliminary Geotechnical Engineering Report Discovery Ridge - Certified Site Program Lots 2, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17 and 18 Columbia, Missouri February 17, 2011 Terracon Project No. 09105094.1 Prepared for:

Trabue, Hansen & Hinshaw, Inc.

Columbia, Missouri Prepared by:

Terracon Consultants, Inc.

Columbia, Missouri U

U

1 - U

Feray 721 Trabue, Hansen & Hinshaw, Inc.

1 [errcann 1901 Pennsylvania Columbia, Missouri 65202 Attn: Mr. John Huss, P.E.

P: [573] 814-1568 F: [573] 814-1128 Re: Preliminary Geotechnical Engineering Report Discovery Ridge - Certified Site Program Lots 2, 5, 6,7, 8,9,1!0, 11, 12, 13, 14, 15, 16, 17 and 18 Columbia, Missouri Terracon Project Number. 09105094.1 Dear Mr. Huss Terracon Consultants, Inc. (Terracon) has completed the preliminary geotechnical engineering services for the above referenced project. This study was performed in general accordance with our proposal number D0910226 dated December 15, 2010 and our Supplemental Change Order dated February 2, 2011. This report presents the findings of the subsurface exploration and provides preliminary geotechnical recommendations concerning earthwork and the design and construction of foundations, floor slabs and pavements for the proposed project.

We appreciate the opportunity to be of service to you on this project If you have any questions concerning this report, or ifwe may be of further service, please contact us.

Sincerely, Terracon Consultants, Inc.

Staff Geotechnica! Engineer t"Senior Principal Missouri: PE 2009001099 NUMBER Office Manager Enclosures -I"-!

cc: 3- Client 1 -RFle Terracon Consultants, Inc. 3601 Mojave Court, Ste. A Columbia, Missouri 65202 P [5731 214 2877 F [5731 214 2714 terracon,¢om

TABLE OF CONTENTS Page EXECUTIVE

SUMMARY

... .............................................................................. i

1.0 INTRODUCTION

2.0 PROJECT INFORMATION .....................................................................

2.1 Project Description......................................................................I 2.2 Site Location and Description ................ ........................................ 2 3.0 SUBSURFACE CONDITIONS ................................................................ 2 3.1 Geology ................................................................................. 2 3.2 Typical Profile ........................................................................... 3 3.3 Groundwater............................................................................ 4 4.0 SITE SUITABILITY AND PRELIMINARY FINDINGS AND RECOMMENDATIONS ..... 5 4.1 Geotechnical Considerations.......................................................... 5 4.2 Earthwork................................................................................ 6 4.3 Foundations............................................................................. 6 4.4 Seismic Considerations ................................................................ 7 4.5 Floor Slabs ........... i................................................................... 8 4.6 Pavements .............................................................................. 8 5.0

GENERAL COMMENT

S ........................................................................ 9 APPENDIX A - FIELD EXPLORATION Exhibit A-I Site Location Map Exhibit A-2 USGS Map Exhibit A-3 Geologic Map Exhibit A-4 Boring Location Diagram Exhibit A-5 to A-13 Boring Logs Exhibit A-14 Field Exploration Description APPENDIX B - SUPPORTING INFORMATION Exhibit B-I Laboratory Testing APPENDIX C - SUPPORTING DOCUMENTS Exhibit C-I General Notes Exhibit C-2 Unified Soil Classification System Exhibit C-3 General Notes - Description of Rock Properties Exhibit C-4 Projected Earthquake Intensities (Modified Mercalli Scale)

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Preliminar Geotechnica. Engineering Reportre Discovery Ridge - Certified Site Program IC 1 Lots 2, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17 and 18 u Columbia, Missouri February 17, 2011 . Terracon Project No. 09105094.1.1 EXECUTIVE

SUMMARY

A preliminary geotechnical investigation has been performed for the proposed certified site which consists of Lots 2, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17 and 18 of the Discovery Ridge Research Park in southeastern Columbia, Missouri. Nine (9) borings, designated B-I through B-9, were performed to depths of approximately 13 to 20 feet below the existing ground surface at the subject site.

Based on the information obtained from our subsurface exploration, the site can be developed for future construction. The following geotechnical considerations were identified:

Typical lightly loaded commercial buildings may be supported on shallow footings bearing on stiff to very stiff native clay or on compacted structural fill.

Assuming proper site preparation and any necessary subgrade repair, total and differential settlement should be within anticipated client/owner specifications.

- Existing fill was encountered in Borings B-3 and B-4, however we understand that this material was placed as part of mass grading during mid to late 2008. At that time, Terracon was onsite to observe and test the density and moisture during placement of engineered fill material.

Based on the USGS map, it appears that a pond may have been located in the vicinity of lot 16 and that the existing pond located north of the Radii Facility previously extended west onto a portion of Lot 2. We recommend these areas be thoroughly investigated during the final geotechnical investigation for each respective lot.

The near-surface soils are active and prone to volume change with variations in moisture content. For this reason, a low volume change zone (LVC) is typically constructed beneath at-grade, grade-supported floor slabs. Depending on final grading plans, construction of the LVC may require overexcavation within future building pads.

On-site soils appear suitable for use as compacted structural fill; however, if they do not meet the low plasticity fill criteria, they should not be utilized for LVC material.

The 2006/2009 International Building Code (IBC), Table 1613.5.2 seismic site classification for this site is C

The Modified Mercalli Intensity Scale for seismic events for Boone County is VII.

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Discovery Ridge - Certified Site Program Preliminary Geotechnical Engineering Report irera ra a n Lots 2, 5, 6,7, 8, 9,10, 11, 12, 13, 14, 15, 16, 17 and 18 *] Columbia, Missouri February 17, 2011 [] Terracon Project No. 091 05094.1.1 EXECUTIVE

SUMMARY

(continued) u Close monitoring of the construction operations discussed herein will be critical in achieving the design subgrade support. We recommend that Terracon be retained to monitor this portion of the work.

This summary should be used in conjunction with the entire report for design purposes. It should be recognized that details were not included or fully developed in this section, and the report must be read in its entirety for a comprehensive understanding of the items contained herein. The section titled

GENERAL COMMENT

S should be read for an understanding of the report limitations. Although this report discusses design parameters, these parameters are preliminary. This preliminary report is not intended to be relied upon for final design.

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PRELIMINARY GEOTECHNICAL ENGINEERING REPORT DISCOVERY RIDGE - CERTIFIED SITE PROGRAM LOTS 2, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17 and 18 COLUMBIA, MISSOURI Terracon Project No. 09105094.1 February 17, 2011

1.0 INTRODUCTION

A preliminary geotechnical engineering report has been completed for the proposed certified which consists of Lots 2, 5, 6, 7, 8, 9, 10, 11, 12, 13,114, 15, 16, 17 and 18 of Discovery Ridge Research Park in Columbia, Missouri. Nine (9) borings, designated B-I through B-9, were performed to depths of approximately 13 to 20 feet below the existing ground surface at the subject site. Logs of the borings along with a site location map, USGS map, geologic map and boring location diagram are included in Appendix A of this report.

The purpose of these services is to provide information and preliminary geotechnical engineering recommendations relative to:

subsurface soil conditions [] foundation design and construction

groundwater conditions u floor slab design and construction

earthwork

seismic considerations

pavements It is important to note that this preliminary geotechnical engineering report is not meant to provide final design recommendations. Once final development plans are available, a final geotechnical investigation should be performed for site and structure-specific geotechnical recommendations.

2.0 PROJECT INFORMATION 2.1 Project Description

.ITEM DESCRIPTION Site layout See Appendix A, Exhibit A-4: Boring Location Diagram The project will include future development of approximately 90 Structures acres of vacant land. Finalized specific building or site layout details were unknown at the time this report was prepared.

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Preliminary Geotechnical Engineering Report Discovery Ridge - Certified Site Program Lots 2, 5,6, 7, 8,9, 10, 11, 12, 13, 14, 15, 16, 17 and 18 u Columbia, Missouri 1rerracan February 17, 2011 . Terracon Project No. 09105094.1.1 ITEM DESCRIPTION Site grading information was not available at the time that this report was prepared. However for the purpose and scope of this report, we have assumed that local cuts and/or fills required for Grading development will be limited to approximately 10 feet.

Additionally, we understand that mass grading was performed in mid to late 2008 in the vicinity of the existing Radii Facility and ABC Laboratories building. At that time, Terracon was onsite to observe and test the placement of engineered fill material.

Cut and fill slopes No steeper than 3H:IV (Horizontal to Vertical) (assumed) 2.2 Site Location and Description iITEM DESCRIPTION The proposed project site consists of Lots 2, 5, 6, 7 8, 9, 10, 11, 12, Location 13, 14, 15, 16, 17 and 18 of Discovery Ridge Research Park in Columbia, Missouri.

The lots are vacant with the exception. of Lot 5 which is developed Exisingimprvemntswith a storage building.

Generally grass covered, however portions of the site in the vicinity Curret grund overof Lot 16 were cultivated fields.

In general, slightly to moderately sloped downward towards the Existing topography south and west.

3.0 SUBSURFACE CONDITIONS 3.1 Geology Most of the upland area is covered by a thin loess blanket and glacial drift. Highly plastic clays that exhibit volume change with variations in moisture are commonly encountered near the ground surface.

Based on the 2003 Geologic Map of Missouri, Missouri Department of Natural Resources, bedrock at this site consists primarily of the Pennsylvanian aged Cherokee Group (Pc), the Pennsylvanian aged Marmaton Group (Pmo), and the Mississippian aged Burlington formation (Mo). The Cherokee Group is predominantly shale with minor amounts of carbonates and sandstone. This group contains most of the mineable coal beds in Missouri. The Marmaton Group consists of a succession of shale, limestone, clay, and coal beds.

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Preliminary Geotechnical Engineering Report Discovery Ridge - Certified Site Program Lots 2, 5,6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17 and 18.* Columbia, Missouri "ilerraEan February 17, 2011

Terracon Project No. 09105094.1.1 The Burlington formation is characteristically a white to gray, medium to coarsely crystalline, medium to coarsely crinoidal, chert free to sparsely cherty limestone. Solution features, including caves and sinkholes, are commonly present in this formation. No caves or sinkholes are known to exist, or are published to exist, within approximately 1 mile of this project site.

However several areas of known karst activity are present west and southwest of the project site.

It is difficult to predict future sinkhole activity. Sinkholes and caves in this area are in various stages of development and can appear at any time. Site grading and drainage may alter site conditions and could possibly cause sinkholes in areas that have no history of this activity.

3.2 Typical Profile Based on the results of the borings, subsurface conditions on the project site can be generalized as follows:

Stratum Approximate Depth to Maera D1citinConsistency/Density Bottom of Stratum (feet) Mtra ecito Surface 0.2 to 0.5 Topsoil: brown, friable and contained N/A significant organic mailer 3 to 12 Existing Fill 1 consisting of lean clay I and lean to fat clay with Very stiff to hard (Borings B-3 &B-4 only) varying amounts of sand and gravel ___________

2 3 to 12 Lean clay, lean to fat clay and fat clay Stiff to very stiff Undeermned BorngsB-I Lean to fat clay and fat clay with through B-5, B-8 and B-9 vainamutofsdgvead 3 terinatd witin tis statum possible cobbles (visually classified asStftohr at the planned depth of gaildit approximately 20 feet Undetermined: Borings B-6 Caused split spoon 4 and B-7 terminated within Limestone sampler refusal and this stratum. auger refusal Note 1: The existing fill material was placed in mid to late 2008. Terracon provided onsite observation and moisture/density testing during the placement of fill material.

The upper soil encountered in the borings generally consisted of lean to fat clay and fat clay which was of moderate to high plasticity, and had the following measured liquid limits, plastic limits, and plasticity indices:

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Preliminary Discovery RidgeGeotechnical

- Certified Engineering Site Program Report 1r ra a Lots 2, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17 and 18 . Columbia, Missouri February 17, 2011 u Terracon Project No. 09105094.1.1 Sample Location Depth (feet) Liquid Limit (%) Plastic Limit (%) Plasticity Index ()

Boring B-i 3-S5 43 15 28 Boring B-3 1 -3 41 16 25 Boring B-S 1 -3 31 21 10 Boring B-9 1 -3 44 21 23 Conditions encountered at each boring location are indicated on the individual boring logs.

Stratification boundaries on the boring logs represent the approximate location of changes in soil types; in situ, the transition between materials may be gradual. Details for each of the borings can be found on the boring logs in Appendix A of this report.

3.3 Groundwater The boreholes were observed while drilling and after completion for the presence and level of groundwater. Groundwater was observed at in Borings B-5 and B-6 at depths of approximately 12 to 18.5 feet. Groundwater was not observed in the remaining borings during drilling or for the short amount of time the borings were allowed to remain open following drilling completion.

However, this does not necessarily mean that stable groundwater levels were observed in Borings B-5 and B-6, or that the remaining borings were terminated above groundwater.

Due to the low permeability of the soils encountered in the borings, a relatively long period of time may be necessary for a groundwater level to develop and stabilize in a borehole in these materials.

Long term observations in piezometers or observation wells sealed from the influence of surface water are often required to define groundwater levels in materials of this type.

Pockets, lenses, and stringers of sand are sometimes encountered in the glacial soils found in the vicinity of the referenced project. These sand pockets are normally discontinuous and often contain water of variable quality and quantity. These sand pockets may be encountered during foundation excavation. This possibility should be considered when developing design and construction plans and specifications for the project.

Groundwater level fluctuations occur due to seasonal variations in the amount of rainfall, runoff, proximity to existing ponds, and other factors not evident at the time the borings were performed. In addition, perched water can develop over low permeability soil strata. Therefore, groundwater levels during construction or at other times in the life of the structure may be higher or lower than the levels indicated on the boring logs. The possibility of groundwater level fluctuations should be considered when developing the design and construction plans for the project.

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Preliminary Geotechnical Engineering Report Discovery Ridge - Certified Site Program 1rra a Lots 2, 5, 6,7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17 and 18.* Columbia, Missouri February 17, 2011 u Terracon Project No. 09105094.1.1 4.0 SITE SUITABILITY AND PRELIMINARY FINDINGS AND RECOMMENDATIONS 4.1 Geotechnical Considerations The borings performed for this project generally encountered native lean to fat clay and fat clay underlain by glacial drift. Existing fill was encountered in Borings B-3 and B-4 to depths of 3 to 12 feet, and limestone bedrock was encountered in Borings B-6 and B-7 at depths of approximately 17 and 12.5 feet, respectively. Depending on final site grading plans, we anticipate that either the native clay or compacted structural fill will form the subgrade for future building foundations and floor slabs.

Based on the USGS map, it appears that a pond may have been located in the vicinity of lot 16.

Further, based on aerial photography the existing pond located north of the Radii Facility previously extended southwest onto a portion of Lot 2. We recommend these areas be thoroughly investigated during the final geotechnical investigation for each respective lot.

Performance of foundations depends on many factors including, but not limited to, the depth of footings, amounts of cuts or fill, bearing material, and foundation loads. Structural loads, final grades, and other design' details should be provided when available. Although this report discusses design parameters, these parameters are preliminary. This preliminary report is not intended to be relied upon for final design. We recommend a more detailed study be performed when specific project details are known, and/or possibly following completion of general site grading.

Examination of the boring logs indicates a range of soil-moisture conditions are present at this site. At the time of drilling, some of the soils at various depths are at moisture levels above their measured plastic limit. Typically, soil with moisture levels above their measured plastic limit may be prone to rutting, pumping, and can develop into unstable subgrade conditions during general construction operations.

Moderately to highly plastic, lean to fat clay and fat clay soils were present on site. Such soils are commonly referred to as "expansive"~ or "swelling" soils because they expand or swell as their moisture contents increase. However, these soils also "contract" or "shrink" as their moisture levels decrease. Footings, floor slabs, and pavements supported on expansive soils will move upward and downward and such movements will result in distortion, possibly causing cracking or structural damage to structures. For this reason, a low volume change zone will likely be required beneath at-grade floor slabs. We recommend that additional laboratory testing be performed during the final geotechnical exploration to better evaluate the expansive nature of these soils.

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Preliminary Discovery RidgeGeotechnical Engineering Report

- Certified Site Program Lots 2, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17 and 18.* Columbia, Missouri irrracon 1r February 17, 2011

Terracon Project No. 09105094.1.1 We recommend that the exposed subgrade be thoroughly evaluated after stripping of any topsoil and creation of all cut areas, but prior to the start of any fill operations. We recommend that the geotechnical engineer be retained to evaluate the bearing material for the foundations and floor slab subgrade soils. Subsurface conditions, as identified by the field and laboratory testing programs, have been reviewed and evaluated with respect to the proposed development plans known to us at this time.

4.2 Earthwork The widely spaced preliminary borings typically encountered stiff to hard lean to fat clay and fat clay. Shallow bedrock, karst features, or extensive pervious deposits of water-bearing sand that could impact site development did not appear to be present based on the preliminary site and subsurface information gathered at this time.

Based on the subsurface conditions encountered in the widely spaced borings, the site soils are suitable for future development. Additional borings should be completed so that each site can be adequately characterized and recommendations can be more fully developed to assist and guide future mass grading.

Recommendations will need to be developed for site preparation and proof-rolling operations as well as construction of cut and structural fill operations. In our opinion, full-time testing and observation should be employed during mass grading to evaluate compliance with project earthwork recommendations and requirements. If site grading results in relatively thick structural fills, settlement and cut/fill slope stability may need to be evaluated.

4.3 Foundations Shallow foundations could be used to support lightly loaded commercial structures provided the footings are supported by suitable material (stiff to hard native clay or compacted structural fill).

Depending on the design footing elevation and bearing material (native clay or newly placed compacted structural fill), allowable bearing pressures would likely be in the range of 1,000 psf to 3,000 psf. Due to the presence of clay soils, shallow foundations are typically soil-formed in the general vicinity of this site. Further testing at the individual structure locations should be performed to determine the appropriate bearing capacity for structural support.

Heavier loads, which could cause excessive settlement, are normally supported by shallow foundations which are supported, in turn, by aggregate-pier intermediate foundations or by drilled piers. Pier drilling through the native soils is not expected to become difficult based upon the material encountered within the borings; however, the drilled pier contractor should be prepared should sandy zones or large boulders be encountered. These materials, although not Reliable

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Preliminary Geotechnical Engineering Report Discovery Ridge - Certified Site Program Lots 2, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17 and 18

Columbia, Missouri 1rerrawn February 17, 2011

Terracon Project No. 09105094.1.1 encountered in our borings, can sometimes be encountered in the glacial soils that are present in the vicinity of this site when drilling pier holes which are much larger in diameter than the bore holes.

Footln Level Excvfo Level Lean Concrete Backfill Overexcavation I Backfill NOTE: Excavations insketches shown vertical for convenience. Excavations should be sloped as necessary for safety.

4.4 Seismic Considerations

1. Missouri State Emergency Management Agency;, P.O. Box 116; Jefferson City, MO 65102

2. See Appendix C, Exhibit C-4 for Projected Earthquake Intensities (Modified Mercalli Scale)

Code Used Site Classification 2006/2009 International Building Code (IBC) C

1. In general accordance with the 2006/2009 InternationalBuilding Code, Table 1613.5.2.

2. The 2006/2009 International Building Code requires a site soil profile determination extending a depth of 100 feet for seismic site classification. The current scope requested does not include the required 100 foot soil profile determination. Borings for this report extended to a maximum depth of approximately 20 feet and this seismic site class assignment considers that shale or limestone bedrock is present within approximately 30 feet of the ground surface and continues below the maximum depth of the subsurface exploration. Additional exploration to greater depths could be considered to confirm the conditions below the current depth of exploration. Alternatively, a geophysical exploration could be utilized in order to attempt to justify a more favorable seismic site class.

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Discovery Ridge - Certified Site Program Preliminar ng Geotechnial Engineeri Report Lots 2, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17 and 18

Columbia, Missouri "I~rre ra:o mr February 17, 2011 u Terracon Project No. 09105094.1.1 4.5 Floor Slabs Many of the clay soils in this locale have the potential to increase or decrease in volume with variations in moisture content. Soil having high plasticity characteristics (i.e., fat clay) generally has a greater potential for moisture related volume change than less plastic materials such as lean clay. In addition, swell potential is generally greater in material with a high dry unit weight and low initial moisture content. However, even low plasticity soils can swell significantly if their moisture levels are initially low.

Because of the moderate to high shrink-swell potential of the lean to fat clay and fat clay soil encountered in the borings, a low volume change layer will likely be required below at-grade floor slabs. This layer typically varies from 12 to 36 inches in thickness. The on-site lean to fat clay and fat clay soils encountered in the borings performed for this report are typically not suitable for use as low volume change material; however, on-site materials may exist which would meet the low volume change material criteria. Further testing at the individual structure locations should be performed to determine the required low volume change layer thickness.

4.6 Pavements On most project sites, the site grading is accomplished relatively early in the construction phase.

Fills are placed and compacted in a uniform manner. However, as construction proceeds, excavations are made into these areas, rainfall and surface water saturates some areas, heavy traffic from concrete trucks and other delivery vehicles disturbs the subgrade and many surface irregularities are filled in with loose soils to improve trafficability temporarily. As a result, the pavement subgrades, initially prepared early in the project, should be carefully evaluated as the time for pavement construction approaches.

Pavement thickness can be determined using AASHTO, Asphalt Institute and/or other methods if specific wheel loads, axle configurations, frequencies, and desired pavement life are provided.

Pavement design methods are intended to provide structural sections with adequate thickness over a particular subgrade such that wheel loads are reduced to a level the subgrade can support.

The support characteristics of the subgrade for pavement design do not account for shrink/swell movements of an expansive clay subgrade such as the soils encountered on this project. Thus, the pavement may be adequate from a structural standpoint, yet still experience cracking and deformation due to shrink/swell related movement of the subgrade.

Expansive soils are present at this site. It is important to minimize moisture changes in the subgrade both during construction and during the life of the pavement to reduce shrink/swell movements.

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Preliminary Geotechnical Discovery Ridge - Certified Engineering Site Program Report Lots 2, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17 and 18

Columbia, Missouri 1r ra a February 17, 2011 . Terracon Project No. 09105094.1.1 5.0

GENERAL COMMENT

S Terracon should be retained to review the final design plans and specifications so comments can be made regarding interpretation and implementation of our geotechnical recommendations in the design and specifications. Terracon also should be retained to provide observation and testing services during grading, excavation, foundation construction and other earth-related construction phases of the project.

The preliminary analysis and preliminary recommendations presented in this report are based upon the data obtained from the borings performed at the indicated locations and from other information discussed in this preliminary report. This preliminary report does not reflect variations that may occur between borings, across the site, or due to the modifying effects of construction or weather. The nature and extent of such variations may not become evident until during or after construction. If variations appear, we should be immediately notified so that further evaluation and supplemental recommendations can be provided.

The scope of services for this project does not include either specifically or by implication any environmental or biological (e.g., mold, fungi, bacteria) assessment of the site or identification or prevention of pollutants, hazardous materials or conditions. Ifthe owner is concerned about the potential for such contamination or pollution, other studies should be undertaken.

This report has been prepared for the exclusive use of our client for specific application to the project discussed and has been prepared in accordance with generally accepted geotechnical engineering practices. No warranties, either express or implied, are intended or made. Site safety, excavation support, and dewatering requirements are the responsibility of others. In the event that changes in the nature, design, or location of the project as outlined in this report are planned, the conclusions and recommendations contained in this preliminary report shall not be considered valid unless Terracon reviews the changes and either verifies or modifies the conclusions of this report in writing.

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APPENDIX A FIELD EXPLORATION

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BORING LOG NO. B-I Page 1of I CLIENT ENGINEER Trabue Hansen & Hinshaw, Inc. Trabue Hansen & Hinshaw, Inc.

SITE Discovery Ridge PROJECT Columbia, Missouri Discovery Ridge - Certified Site Program Boring Location: Lot 16 SAMPLES _____TESTS ____

0Approximate Surface Elevation: 835 ft w 3r o¢

0. 3 TPOL PA LEAN TO FAT CLAY: brown and gray, stiff to very stiff I__CL ST2425 934500*

_CH

- reddish brown, trace gray _CL 2ST 2422 105 6000*

43,15, 28

-CH 2580 PA a R27

_ CH 3 ST 24 24 102 6000*

FAT CLAY:

trace light gray black, trace sandwith and reddish gravel, brown, possible cobbles, very stiff (Glacial Drift) 10--_

- reddish brown, trace gray and black _ CH 4 ST 24 28 97 6500*

- CH 5 ST 24 21 108 7000" 9n RI*

V I-BOTTOM OF BORING AT 20 FEET The stratification lines represent the approximate boundary lines *Calibrated Hand Penetrometer between soil and rock types: in-situ, the transition may be gradual. *CME 140H SPT automatic hamer WATER LEVEL OBSERVATIONS, ft SWL *- None WS

None AB -5r__ BORING STARTED BORING COMPLETED 12-28-10 12-28-10 SExhibit A-5 1PRVD JM O 0159

BORING LOG NO. B-2 Page 1 of 1 CLIENT ENGINEER Trabue Hansen & Hinshaw, Inc. Trabue Hansen & Hinshaw, Inc.

SITE Discovery Ridge PROJECT Columbia, Missouri -Discovery Ridge - Certified Site Program Boring Location: Lot 5 SAMPLES ___TESTS_____

-J DESCRIPTION *-

=-.) ,, z*- ,z, CDApproximate Surface Elevation: 840ft

z* :

o~0- . Do. flu)__

0. " OSOIL.: PA LEANstiff very TO FAT CLAY: gray with brown, _ CL 1 !ST 24 17 98 7000*

_CH

_ CL 2 ST 16 17 110 7000*

_CH 6700 5- -- --- ___

PA 8 832

_ CH 3 ST 24 19 109 9000*

FAT traceCLAY:

sand and reddish brown gravel, with cobbles, possible light gray, hard (Glacial Drift)

_CH 4ST 20 17 115 9000+*

_ 9740 15--

CH 5 SS 14 18 18 9000+*

20 220]

- -~ - ~ +

I-BOTTOM OF BORING AT 20 FEET 0

C C

o The stratification lines represent the approximate boundary lines *Calibrated Hand Penetrometer 0z between soil and rock types: in-situ, the transition may be gradual. **CME 140H SPT automatic hammer SWATER LEVEL OBSERVATIONS, ft BORING STARTED 12-28-10 r ron;, L 4 one_AB BORINGCOMPLTEDO1228-1 0Exhibit A-6 ______________APPROVED JMK JOB # 09105094*

BORING LOG NO. B-3 Page 1 of 1 CLIENT 1ENGINEER Trabue Hansen & Hinshaw, Inc. Trabue Hansen & Hinshaw, Inc.

SITE Discovery Ridge PROJECT Columbia, Missouri Discovery Rid~qe - Certified Site Program

.9 7-,

Boring Location: Lot 2 SAMPLES TESTS

-J 0 H DESCRIP TION m O,, w.

w Zi2 LI-- U.Ia I- 02 z l-H OmC/"

I- C', m WI-- "-LC0 a- C., l-O w C', .,"

Aooroximate Surface Elevation: 805 ft 4 0 z 02.--

Do.

4-4-+--+-4 4 + + 4 IL: t (8U4~ PA

'brown, tracetosand FILL: lean fat clay, and gray andvery gravel, reddish stiff 1 ST 22 19 111 7000* 41, 16,25 Rfl9 CL ST2 5 22 1055500*

LEANstiff very TO FAT CLAY: brown with gray, CH

- light gray, with silt _CL3,ST2218 116000*

_CH 12 793 LEAN TO FAT CLAY: reddish brown and gray, trace sand and gravel, possible cobbles, very stiff (Glacial Drift) _CL 4ST 19 18 108 8000*

_CH 7490

_CL5 ST 24 2110 6500*

-- sandy

_CH 785 9n-

ING AT 20 FEET i - i - ~ h i ~ a a a

,' O*The stratification between soil and lines rock represent the approximate types: in-situ, the transitionboundary lines may he oradial_

Calibrated Hand Penetremeter

- CME 140H SPT automatic hammer WATER LEVEL OBSERVATIONS, ft BORING STARTED 12-28-10 E.*WL *- None WS I- None, AB r.3. r =i iiRGBORING COMPLETED. 50FOEA12-28-10S 8Exhibit A-7 1APPROVED JMK JOB # 09105094

BORING LOG NO. B-4 Page 1 of 1 CLIENT ENGINEER Trabue Hansen & Hinshaw, Inc. Trabue Hansen & Hinshaw, Inc.

SiTE Discovery Ridge PROJECT Columbia, Missouri Discovery Ridge - Certified Site Program Boring Location: Lot 8 SAMPLES ___TESTS_____

o 0 * "

-JDESCRIPTION w *- z _

o* Approximate Surface Elevation: 800ft ,,i, _* z *

n_ o=- 0-z* ".2*

DW __

u. *"TOPSOIL: PA FILL: lean clay and lean to fat clay, brown, trace gray and reddish brown, trace sand _ 1 ST 24 17 100 8000*

and gravel, very stiff to hard

_ 2 ST 10 17 111 9000*

_ 8900

_ 3 ST 24 21 102 8000*

_ 5740 12 788 LEAN TO FAT CLAY: brown and light gray, trace reddish brown, trace sand and gravel, possible cobbles, very stiff (Glacial Drift) -_CL 4ST 12 18 110 6000*

_CH

_ CL 5ST 23 21 108 6500*

_CH 9n 7Rn 9n---

v -__

~C4Z4 --

I-BO'I-IOM OF BORING AT 20 FEET 0

C C

I-z 0~

0 o The stratification lines represent the approximate boundary lines *Calibrated Hand Penetrometer 0zbetween soil and rock types: in-situ, the transition may be gradual. **CME 140H SPT automatic hammer SWATER LEVEL OBSERVATIONS, ft jBORING STARTED 12-28-10 SWL 2 None WS -v' None AB m U-=l *= BORING COMPLETED 12-28-10 I l IECIlUgI1 50FOREMAN SB 0Exhibit A-8 _____________,APPROVED JMK JOB # 09105094

BORING LOG NO. B-5 Page Ilof 1 CLIENT ENGINEER Trabue Hansen & Hinshaw, Inc. Trabue Hansen & Hinshaw, Inc.

SITE Discovery Ridge PROJECT Columbia, Missouri Discovery Ridge - Certified Site Program Boring Location: Between Lot 14 & Lot 15 -SAMPLES __TESTS ____

0DESCRIPTION ... j -

ciApproximate Surface Elevation: 805 ft o *z 5 oo*zn <d

0. " OSOIL: /--ee* PA LEAN CLAY: brown, trace gray, stiff _L 1 ST 16 24 98 4000* 31,21, 10

/ 3 802 FAT CLAY: gray with red, stiff

8 797 FAT CLAY: reddish brown and light gray,

_ CL 4 ST 19 21 1 4000*

trace sand and gravel, possible cobbles, very stiff (Glacial Drift) 15- - . ____

12 _- - - - - - - - - - - _79.3_

SANDY LEAN TO FAT CLAY: reddish brown and light gray, trace gravel, possible

cobbles, stiff (Glacial Drift) -_CH 5 SS 213 19 18 1 75000*

10- - - - -__

F7AT CLAY: reddish brown and light gray, 78 trace sand and gravel, possible cobbles, very stiff (Glacial Drift) 20 785 I- BOTTIOM OF BORING AT 20 FEET 0

c~j C

I-z a-0 oThe stratification lines represent the approximate boundary lines *Calibrated Hand Penetrometer z between soil and rock types: in-situ, the transition may be gradual. **CME 140H SPT automatic hammer WATER LEVEL OBSERVATIONS, ft BORING STARTED 12-28-10 IIi Li o WL~

8* Exhibit A-9 _____________IAPPROVED RI 550X FOREMAN.*

JMK JOB # 09105094*

SB

BOIGLGNO. B-6 Page 1of 1 CLIENT ENGINEER Trabue Hansen & Hinshaw, Inc. Trabue Hansen & Hinshaw, Inc.

SITE Discovery Ridge PROJECT Columbia, Missouri Discovery Ridge - Certified Site Program Boring Location: Lot 10 SAMPLES _____TESTS_____

o9 CD 0j '- Li---

-J DESCRIPTION m>.,*

CDApproximate Surface Elevation: 780ft 0 .l 2*

_-_0,Do. )Cf ___

0.3 ,3"TOPSOIL: PA LEAN TO FAT CLAY: light gray and reddish brown, very stiff C1ST 22 2 109 {6000*

3 777 FAT trace CLAY:

sand andreddish brown gravel, and light possible gray, cobbles, CH 2 ST 24 22 106 I5000*

trace slickensides, very stiff (Glacial Drift)

-- shaley texture OH 3 SS 14 21 12 8000*

10--

_ OH 4 SS 11 41 17 8000*

15--

17 763 LIMESTONE***: weathered 1761. 7AAA*

J *.-71 J .2'..:"..," ": IUUU 18.9 FEET I-0

- - Classifications and stratigraphic boundaries estimated from disturbed samples. Core samples and petrographic analysis may reveal other rock types and 0

stratigraphic classifications.

0~

02 oThe stratification lines represent the approximate boundary lines *Calibrated Hand Penetrometer 0z between soil and rock types: in-situ, the transition may be gradual. **CME 140H SPT automatic hammer

,-ro' WATER LEVEL OBSERVATIONS, ft WWL I*None WSI'18.5, AR "le r c BORING STARTED

.BORING COMPLETED50 FOEA12-28-10S 12-28-10 Exhibit A-10 _____________APPROVED JMK JOB #~ 09105094

°to

BORING LOG NO. B-7 Page I of 1 CLIENT ENGINEER

.Trabue Hansen & Hinshaw, Inc. Trabue Hansen & Hinshaw, Inc.

SITE Discovery Ridge PROJECT Columbia, Missouri ___Discovery Ridge - Certified Site Program Boring Location: Between Lot 12 & Lot 13 - ~SAMPLES ___TESTS ____

DESCRIPTION m : E Aprxiae ufaeElvtin 70f o*

m w 0 n- m WI-W 2-* U) 3Z

p. "TPOL: PA LEAN TO FAT CLAY: brown, trace light gray, with silt, stiff to very stiff - CL 1 ST 24 19 106 7000*

-CH

_ CL; 2 ST. 18 17 110 5000*~

-CH 2510 8 782

.... FAT CLAY: light gray with reddish brown, - _ CH 3 ST 24 22 107 6500*

~very stiff (Glacial Drift)

trace sand and gravel, possible cobbles, 12.5 777.5 LIMESTONE***: weathered 777z

.................... t AUGER REFUSAL AT 13 FEET 4 SS 0 50/0"

- - Classifications and stratigraphic boundaries estimated from disturbed samples. Core samples and petrographic analysis may reveal other rock types and stratigraphic classifications.,

I-0 ci 0

I-z a

0~

CD The stratification lines represent the approximate boundary lines- *Calibrated Hand Penetrometer 0zbetween soil and rock types: in-situ, the transition may be gradual. **CME 140H SPT automatic hammer SWATER LEVEL OBSERVATIONS, ft BORING STARTED 12-28-10 iWL

None WS "Z None AB It _ . . BORING COMPLETED 12-28-10

.-. w,____________ IH l R~L IRG 5o OEA .S

Exhibit A-Il1 APPROVED JMK JOB # 09105094

BORING LOG NO. B-B Page 1of 1 CLIENT ENGINEER Trabue Hansen & Hinshaw, Inc. Trabue Hansen & Hinshaw, Inc.

SITE Discovery Ridge PROJECT Columbia, Missouri Discovery Ridge - Certified Site Program Boring Location: Between Lot 17 & Lot 18 -SAMPLES ___TESTS ____

-DESCRIPTION m o w *-o>--z CDApproximate Surface Elevation: 815ft Q _* z* *

a. O O* fC __-

LEAT FTCAY.bownan gay 0_,5_._*6" TOPSOIL: PA trace reddish brown, trace root hairs, stiff _CL 1 ST 135 8 20 *

-CH

-- light gray and reddish brown, with silt CL 2 ST 15 24 101 4000*

CH 3330 m

5-- P 8 807 FAT CLAY: light gray and reddish brown,

-_CH 3 ST 24 25 103 4000*

trace black, trace sand and gravel, possible _ 2880 cobbles, stiff to very stiff (Glacial Drift)

_CH 4 SS 18 15 19 5000*

_ CH 5 SS 18 15 18 5500*

2fl 795 2fl- -__ - __

BO'I-OM OF BORING AT 20 FEET C

C I-a C

C o The stratification lines represent the approximate boundary lines *Calibrated Hand Penetrometer 0z between soil and rock types: in-situ, the transition may be gradual. **CME 140H SPT automatic hammer

==T

= WATER LEVEL OBSERVATIONS, ft j..None_ l r ro zBORING BORING STARTED 2-14-11

WL WS 'None Exhibit A-12 AB 1LI' ILRIG

______________APPROVED COMPLETED 550X FOREMAN JMK JOB #

2-14-11 BW 09105094*

BORING LOG NO. B-9 Page 1of 1 CLIENT 1ENGINEER Trabue Hansen & Hinshaw, Inc. JTrabue Hansen &Hinshaw, Inc.

SITE Discovery Ridge PROJECT Columbia,_M~issouri Discovery Ridge - Certified Site Program Boring Location: Between Lot 6 & Lot 7 SAMPLES TESTS

.-J DESCRIPTION ZI f~l:

03 w, -I-LJCD W0*

mJ -," c,5 UI-- I- ,,m a3 I-- wU WI-- OF-n~

l-o OW w3 0BJ Approximate Surface Elevation: f W 2 02m 21-DO) 80 _____ _____ ____ ~ + +

PA dark brown with CL 1 ST 14 20 105 4000* 44,21,23 CH

-CL 2 ST 10 24 96 3000*

CH 2050 8 792 FAT -_CH 3 ST 24 19 112 6000*

sand,CLAY: light gray and brown, with trace gravel, possible cobbles, very _ 6020 stiff (Glacial Drift)

-- gray and reddish brown

_CH 4 SS 18 22 19 8000*

- reddish brown, trace gray _CH 5 SS 13 28 20 7500*

20 780 20 - - - _

BOTTOM OF BORING AT 20 FEET h ~- J ~ - & & &

The stratification lines represent the approximate boundary lines between soil and rock types: in-situ, the transition may be gradual. **CME*Calibrated 140H SPTHand Penetrometer automatic hammer

__ U ____________________________

I1]Ferracan WATER LEVEL OBSERVATIONS, ft BORING STARTED WL

None WS ir None AB BORING COMPLETED 2-14-11 WL RIG 550X FOREMAN. 2-41 BW APPROVED JMK IJOB # 09105094J U

Preliminary Geotechnical Discovery Ridge - Certified Engineering Site Program Report 1r ra a Lots 2, 5,6, 7, 8,9,10, 11, 12, 13, 14, 15, 16, 17 and 18.* Columbia, Missouri February 17, 2011 . Terracon Project No. 09105094.1.1 Field Exploration Description The proposed boring locations were laid out in the field by a Terracon engineer using a scaled site plan provided by the client and measuring from existing site features. The ground surface elevations at the boring locations were interpolated from a topographic map provided by the client. The elevations included on the boring logs are approximate and have been rounded to the nearest 5-foot. The locations and elevations of the borings should be considered accurate only to the degree implied by the means and methods used to define them.

The borings were drilled with an ATV-mounted rotary drill rig using continuous flight solid-stem augers to advance the boreholes. Samples of the soil encountered in the borings were obtained using the split-barrel and thin-walled tube sampling procedures.

In the split-barrel sampling procedure, the number of blows required to advance a standard 2-inch O.D. split-barrel sampler the last 12 inches of the typical total 18-inch penetration by means of a 140-pound hammer with a free fall of 30 inches, is the standard penetration resistance value (SPT-N). This value is used to estimate the in-situ relative density of cohesionless soils and consistency of cohesive soils.

A CME automatic SPT hammer was used to advance the split-barrel sampler in the borings performed on this site. A significantly greater efficiency is achieved with the automatic hammer compared to the conventional safety hammer operated with a cathead and rope. This higher efficiency has an appreciable effect on the SPT-N value. The effect of the automatic hammer's efficiency has been considered in the interpretation and analysis of the subsurface information for this report.

In the thin-walled tube sampling procedure, a thin-walled, seamless steel tube with a sharp cutting edge is pushed hydraulically in to the soil to obtain a relatively undisturbed sample. The samples were tagged for identification, sealed to reduce moisture loss, and taken to our laboratory for further examination, testing, and classification. Information provided on the boring logs attached to this report includes soil descriptions, consistency evaluations, boring depths, sampling intervals, and groundwater conditions. The borings were backfilled with auger cuttings prior to the drill crew leaving the site.

A field log of each boring was prepared by the drill crew. These logs included visual classifications of the materials encountered during drilling as well as the driller's interpretation of the subsurface conditions between samples. Final boring logs included with this report represent the engineer's interpretation of the field logs and include modifications based on laboratory observation and tests of the samples.

Reliable a Responsive a Convenient

Innovative Exhibit A-14 EhbtA1

APPENDIX B LABORATORY TESTING

Preliminary Geotechnical Engineering Report Discovery Ridge - Certified Site Program 1rrraEon 1r Lots 2, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17 and 18 .,Columbia, Missouri February 17, 2011 mTerracon Project No. 091 05094.1.1 Laboratory Testing Soil samples were tested in the laboratory to measure their dry unit weight and natural water content. Unconfined compression tests were performed on selected samples and a calibrated hand penetrometer was used to estimate the approximate unconfined compressive strength of some samples. The calibrated hand penetrometer has been correlated with unconfined compression tests and provides a better estimate of soil consistency than visual examination alone. The test results are provided on the boring logs included in Appendix A.

Descriptive classifications of the soils indicated on the boring logs are in accordance with the enclosed General Notes and the Unified Soil Classification System. Also shown are estimated Unified Soil Classification Symbols. A brief description of this classification system is attached to this report. All classification was by visual manual procedures. Selected samples were further classified using the results of Atterberg limit testing. The Atterberg limit test results are also provided on the boring logs.

Reliable u Responsive u Convenient u InnovativeExitBI Exhibit B-1

APPENDIX C SUPPORTING DOCUMENTS

GENERAL NOTES DRILLING & SAMPLING3 SYMBOLS:

SS: Split Spoon 18" I.0., 2" O.D., unless otherwise noted HS: Hollow Stem Auger ST: Thin-Walled Tube - 2" O.D., 3" O.D., unless otherwise noted PA: Power Auger (Solid Stem)

RS: Ring Sampler - 2.42" I.D., 3" O.D., unless otherwise noted HA: Hand Auger 08: Diamond Bit Coring - 4", N, B RB: Rock Bit BS: Bulk Sample or Auger Sample WB Wash Boring or Mud Rotary The number of blows required to advance a standard 2-inch 0.0. split-spoon sampler (SS) the last 12 inches of the total 18-inch penetration with a 140-pound hammer falling 30 inches is considered the "Standard Penetration" or "N-value".

WATER LEVEL MEASUREMENT SYMBOLS:

WL: Water Level WS: While Sampling BCR: Before Casing Removal WCI: Wet Cave in WD: While Drilling ACR: After Casing Removal DCI: Dry Cave in AB: After Boring N/E: Not Encountered Water times andlevels indicated other locationsonacross the boring logscould are vary.

the levels measured in the borings at the times indicated. Groundwater levels at other the site In pervious soils, the indicated levels may reflect the location of groundwater. In low permeability soils, the accurate determination of groundwater levels may not be possible with only short-term observations.

DESCRIPTIVE SOIL CLASSIFICATION: Soil classification is based on the Unified Soil Classification System. Coarse Grained Soils have more than 50% of their dry weight retained on a #200 sieve; their principal descriptors are: boulders, cobbles, gravel or sand. Fine Grained Soils have less than 50% of their dry weight retained on a #200 sieve; they are principally described as dlays if they are plastic, and silts ifthey are slightly plastic or non-plastic. Major constituents may be added as modifiers and minor constituents may be added according to the relative proportions based on grain size. In addition to gradation, coarse-grained soils are defined on the basis of their in-place relative density and fine-grained soils on the basis of their consistency.

CONSISTENCY OF FINE-GRAINED SOILS RELATIVE DENSITY OF COARSE-GRAINED SOILS Unconfined Standard Penetration Standard Penetration Compressive or N-value (SS) or N-value (SS)

Consistency Relative Density Strength. Qu. psf BlowsIFL. BlowsIFt.

< 500 0-1 Very Soft 0-3 Very Loose 500 -1,000 2-4 Soft 4-9 Loose 1,000 -2,000 4-8 Medium Stiff 10 -29 Medium Dense 2,000 -4,000 8-15 Stiff 30 -50 Dense 4,000 - 8,000 15 -30 Very Stiff > 50 Very Dense 8,000+ > 30 Hard RELATIVE PROPORTIONS OF SAND AND GRAVEL GRAIN SIZE TERMINOLOGY Descriptive Term(s) Percent of Maior component of other constituents Dry Weight of Sample PartIcle Size Trace <15 Boulders Over 12 in. (300mm)

With 15 -29 Cobbles 12 in. to 3 in. (300mm to 75mm)

Modifier > 30 Gravel 3 in. to #4 sieve (75mm to 4.75mm)

Sand #4 to #200sieve (4.75 to 0.075mm)

Silt or Clay Passing #200 Sieve (0.075mm)

RELATIVE PROPORTIONS OF FINES PLASTICITY DESCRIPTION Term Plasticity Percent of ofDescriptive Term(s) other constituents Dry Welaht Ter Inde_.x Trace <5 Non-plastic 0 With 5-12 Low 1-10 Modifier > 12 Medium 11-30 High > 30 Rev. 4/10 1rerracon Exhibit C-i

UNIFIED SOIL CLASSIFICATION SYSTEM A...

.... Soil Classification 8

... Critriafor Assigning Group Symbols and Group Names Using Laboratory Tests Group Group Name

____________ Smo ...._______

Gravels: Clean Gravels: Cu Ž*4 and 1 < Cc < 3 E GW Well-graded gravel F More than 50% of Less than 5% fines c Cu < 4 and/or 1 > Cc > 3 E GP Poorly graded gravelF coarse fraction retained Gravels with Fines: Fines classify as ML or MH GM Silty gravel FGH Coarse Grained Soils: on No. 4 sieve M~ore than 12% fines c Fines classify as CL or CH GC Clayey gravel F,GH More than 50% retained on No. 200 sieve Sands: Clean Sands: Cu Žz6 and 1

Cc <*3 E SW Well-graded sand' 50% or more of coarse Less than 5% fines D CU < 6and/orlI > Cc >3E SP Poorly graded sand' fraction pase No. 4 Sands with Fines: Fines dlassify as ML or MH SM Silty sand GHI sieve More than 12% fines D Fines classify as CL or CH SC Clayey sad ,H; PI >7 and plots on or above "A"line"J CL Lean clay KIM Silts and Clays: Inrai:PI < 4 or plots below "A"line " ML Silt KIM Liquid limit less than 50 Liudlimit - oven dried Orgni cyLM'N Fine-Gralned Soils: Organic: < 0.75 OL Ogncca

__________ _________Liquid limit - not dried IOrganic silt KL.M,O 50% or more passes thePIposooraoeA"lnCH FtayM NO. 200 sieve Inpltoorrgbvea"niniHca:ca K.

Silts and Clays: Inrai:PI plots below "A"line MH Elastic Silt KL.LM Liquid limit 50 or more Liudlmt-oe re Organic clay KL.M.P Ora~:Liquid limit - not dried <07 H Organic silt KLM,C Highly organic soils: Primarily organic matter, dark in color, and organic odor PT Peat A Based on the material passing the 3-inch (75-mam) sieve H If fines are organic, add "with organic fines" to group name.

B If field sample contained cobbles or boulders, or both, add "with cobbles If soil contains > 15% gravel, add "with gravel" to group name.

or boulders, or both" to group name. SIf Atterberg limits plot in shaded area, soil is a CL-ML, silty clay.

C Gravels with 5 to 12% fines require dual symbols: GW-GM well-graded KIf soil contains 15 to 29% plus No. 200, add "with sand" or "with gravel,"

gravel with silt, GW-GC well-graded gravel with clay, GP-GM poorly whichever is predominant.

graded gravel with silt, GP-GC poorly graded gravel with clay. " If soil contains ;Ž30% pius No. 200 predominantly sand, add "sandy" to 0 Sands with 5 to 12% fines require dual symbols: SW-SM well-graded group name.

sand with silt, SW-SC well-graded sand with clay, SP-SM poorly graded MIf soil contains ->30% plus No. 200, predominantly gravel, add sand with silt, SP-SC poorly graded sand with clay "gravelly"to group name.

(D02 N PI >Ž4 and plots on or above "A"line.

ECu=D*,/*o Cc (-- 0 o PI < 4 or plots below "A"line.

D10 x D60 P PI plots on or above "A"line.

F If soil contains > 15% sand, add "with sand" to group name. QPI plots below "A"line.

G If fines classify as CL-ML, use dual symbol GC-GM, or SC-SM.

60 I I I For classification of fino-grained soils and fine-grained fraction 50 -of coarse-grained soils -

x 40 w

0 z

30 0

1= 20 C,,

10 4

0 10 18 20 30 40 50 60 70 80 90 100 110 LIQUID LIMIT (LL) 1rerracon Exhibit C-2

GENERAL NOTES Description of Rock Properties WEATHERING Fresh Rock fresh, crystals bright, few joints may show slight staining. Rock rings under hammer if crystalline.

Very slight Rock generally fresh, joints stained, some joints may show thin clay coatings, crystals in broken face show bright. Rock rings under hammer if crystalline.

Slight Rock generally fresh, joints stained, and discoloration extends into rock up to 1 in. Joints may contain clay. In granitoid rocks some occasional feldspar crystals are dull and discolored. Crystalline rocks ring under hammer.

Moderate Significant portions of rock show discoloration and weathering effects. In granitoid rocks, most feldspars are dull and discolored; some show clayey. Rock has dull sound under hammer and shows significant loss of strength as compared with fresh rock.

Moderately severe All rock except quartz discolored or stained. In granitoid rocks, all feldspars dull and discolored and majority show kaolinization. Rock shows severe loss of strength and can be excavated with geologist's pick.

Severe All rock except quartz discolored or stained. Rock "fabric" clear and evident, but reduced in strength to strong soil. In granitoid rocks, all feldspars kaolinized to some extent. Some fragments of strong rock usually left.

Very severe All rock except quartz discolored or stained. Rock "fabric" discernible, but mass effectively reduced to "soil" with only fragments of strong rock remaining.

Complete Rock reduced to "soil". Rock "fabric" not discernible or discernible only in small, scattered locations. Quartz may be present as dikes or stringers.

HARDNESS (for engineering description of rock - not to be confused with Moh's scale for minerals)

Very hard Cannot be scratched with knife or sharp pick. Breaking of hand specimens requires several hard blows of geologist's pick.

Hard Can be scratched with knife or pick only with difficulty. Hard blow of hammer required to detach hand specimen.

Moderately hard Can be scratched with knife or pick. Gouges or grooves to 1/4 in. deep can be excavated by hard blow of point of a geologist's pick. Hand specimens can be detached by moderate blow.

Medium Can be grooved or gouged 1/16 in. deep by firm pressure on knife or pick point. Can be excavated in small chips to pieces about 1-in, maximum size by hard blows of the point of a geologist's pick.

Soft Can be gouged or grooved readily, with knife or pick point. Can be excavated in chips to pieces several inches in size by moderate blows of a pick point. Small thin pieces can be broken by finger pressure.

Very soft Can be carved with knife. Can be excavated readily with point of pick. Pieces 1-in, or more in thickness can be broken with finger pressure. Can be scratched readily by fingernail.

Joint, Bedding, and Foliation Spacing in Rock"a Spacin'g Joints Bedding/Follation Less than 2 in. Very close Very thin 2 in. -l1ft. Close Thin 1 ft. - 3 ft. Moderately close Medium 3 ft. -l10ft. Wide Thick More than 10 ft. Very wide Very thick

a. Spacing refers to the distance normal to the planes, of the described feature, which are parallel to each other or nearly so.

Rock Quality Designator (RQD) a Joint Openness Descriptors RQD, as a percentage Diagnostic description Openness Descriptor Exceeding 90 Excellent No Visible Separation Tight 90 -75 Good Less than 1/32 in. Slightly Open 75 -50 Fair 1/32 to 1/8 in. Moderately Open 50 -25 Poor 1/8 to 3/8 in. Open Less than 25 Very poor 3/8 In. to 0.1 ft. Moderately Wide

a. ROD (given as a percentage) =length of core in pieces Greater than 0.1 ft. Wide 4 in. and longer/length of run.

References:

American Society of Civi Engineers. Manuals and Reports on Engineering Practice - No. 56. Subsurface Investiaation for Desiqrn and Construction of Foundations of Buildinas. New York: American Society of Civil Engineers, 1976. U.S.

Department of the Interior, Bureau of Reclamation, Engineering Geoloav Field Manual.

"lrerracan Exhibit C-3

February 21, 2011 MISSOURI DEPARTMENT OF NATURAL RESOURCES STATE HISTORIC PRESERVATION OFFICE Attn: Section 106 Review P.O. Box 176 Jefferson City, Missouri 65102-0176 RE: Request for Additional Review MDNR SHPO project number: 0t5-BO.41I Section 106 Review Discovery Ridge Lots 2, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, and 18 Discovery Drive and Discovery Ridge Parkway Columbia, Boone County, Missouri T 48N N, R 12W, Sec 33, NY2 Terracon Project No.: 09117701 Terracon Consultants, Inc. (Terracon), on behalf of the Trabue, Hansen & Hinshaw, Inc and the University of Missouri Research Parks - University of Missoudi Systems, is assisting with a preconstruction Phase 1 Environmental Site Assessment for a proposed expansion of the current scientific research park, Discovery Ridge, located on a portion of a historic University of Missouri research farm at Discovery Drive and Discovery Ridge Parkway, east of U.S. Highway 63 in the vicinity of the southern limits of Columbia, Missouri.

We are enclosing a Section 106 Project Information Form, A section of the topographic map which includes the subject site, a developmental phasing plan, and photographs of the on-site metal machine shed type buildings located on Lot 17 and the quacent hut building located on Lot 5. Additionally, photos have been included of structures located on properties adjacent to the site. Please review your records and files to determine if historic features are located on the site.

The site has historically been agricultural land associated with a University of Missouri research farm. Portions of the site, which are located within Phase I of the project, have been graded to construct vacant lots suitable for development. We would appreciate a response within 30 days following receipt of this information. If you have any questions or wish to discuss this submittal, please contact me.

Sincerely, 1Frracon Staff Environmental Scientist Enclosure

SSECTION 106 PROJECT INFORMATION FORM Submission of a completed Project Infrmtion Form with adequate information and attachments constitutes a request for a review pursuant to Section 106 of the Natioa Historic Preevto Act of 1986 (as amended). We reserve the right to request more informatIon. Please refer to the CHECKLIST on Page 2 to ensure that .1l basic Information relevant to the project has been Included. For further infomto, refer to our website at: hte/drm~o/ho and follow the links to Section 100 Review.

NOTE: Section 106 regulatin provide for a 30-day response timne by the Missouri Staew Historic Preservation Oficke from the date of receipt.

PROJECTtJ DisCovery Ridge Lots 2, 5, 8, 7, 8. 9. 10, 11, 12, 13, 14, 15, 16. 17, arnd 18 FEDERAL AGENCY PROVIDING FUNDS, LICENSE, OR PERMI ADDRESS FOR RESPONE Terracon 3801 Mojve Court, Suite A Columbia, MO 65203 LOCATION OF PROJECT COUNTY Boone LEGAL DESCRIPTION OF PROJECT AREA 4TOWNSHIP, RANGEt SECTION, V'/SECTION)

USGS TOPOGRAPHIC MAP DUADRANGLE NAME (SEE MAP REQUIREMENTS ON PAGE 2)

Columbia, Missouri YEAR OWNSHP RANGE~o 1981 48 North 12 West 33cIO PROJECT DESCRITON DESCRIBE THE OVERALL PROJECT INDETAIL IFITINVOLVES EXCAVATION. INDICATE HOW VaDE. HOW DEEP. ETC IFTHE PROJECT INVOLVES DEMOITO OF EXISTING BUILDINGS, MAKE THAT CLEAR. IFTHE PROJECT INVOLVES REHABILITATION. DESCRIBE THE PROPOSED WORK INDETAIL USE ADDITIONAL PAGE IFNECESSARY.

The site consist cr 15 lots. Eight of the lots (Lots 2, 5, 6,7, 8, 9, 10, and 11) are located within Phase I of the research park development plan. Of the lots located within Phase I of the developmental plan, Lots 2, 6, 7, and 8 have been graded to construct vacant lots suitable for development, additional, Lot 9 Is currently In the process of being graded to facility a lot suitable for development. Currently lotS5 Is the location of a quacent hut type building. Seven of the lots that comprise the site (Lots 12, 13, 14, 15, 16, 17, and 18) are locatad within Phase IIof the developmental plan! and consist of vacant grass covered farm land utilized as grazing pasture for livestock and row crop research. Currently Lot 17 is the location of two small metal machine sheds and one large machlne shed type buildings. Historically a residential struture, and four small metal machine sheds were located at the site starting between !939-1968 with the reiec being removed In2001 and two of the machine sheds being removed in 2007.

Histrclly the site has been utilized as farm land asocaed with a University of Missouri research farm (South Farms). Beginning in the early 2000. the area surrounding the site has been utilized as Discovery Ridge, a scientific research park. The applicant Is Investigating the shte for expanded use as s scientific research park.

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v 5S BEEN - 94U GRAED, *t.fwi BUILT lf ON, BORROWED, OR OTHERWISE DISTURBED? PLEASE DESCRIBE IN DETAIL (USE ADDITIONAL PAGES, IF NECESSARY) PHOTOGRAPHS ARE HELPU:

The site has hitsorically boon farmed assocdated with a University of Missouri research farm. During the early 2000. pot*n or the lots thai comprise Phase I of the si to wore graded to cosrc mutple vacant building lots suitable for development. Currently lots located wit~hin Phase 1!of the developmental plan are vacant grass covered land with portion utilized for row crop research.

WILL THE PROJECT REQUIRE FILL MATERIAL? 0] YES 0] NO IFYES, INDICATE PROPOSED BORROW AREAS (SOURCE OF FILL MATERIAL) ON TOPOGRAPHIC MAP ARE YOU AWARE OF ARCHAEOLOGICAL SITES ON OR ADJACENT TO PROJECT AREA? 03 YES 07 NO IFYES, IDENTrIFY THEM ON THE TOPOGRAPHIC MAP STRUCTURES (R.EHABILITATION. DEMOLOTIONI ADDImONS TO, OR CONTRUCTION NEAR EXISTING STRUCTURES)

TO THE BEST OF YOUR KNOvW.EOGE. ISTHE STRUCTURE LOCATED INANY OF THE FOLLOWING?

0] AN AREA PREVIOUSLY SURVEYED Li A NATIONAL REGISTER DISTRICT [-] A LOCAL HISTORIC DISTRICT FOR HISTORIC PROPERTIES.

IF YES, PLEASE PROViDE THE NAME OF IFYES, PLEASE PROVIDE THE NAME OF IF YES. PLEASE PROVIDE THE NAME OF THE SURVEY OR DISTRICT: THE SURVEY OR DISTRICT: THE SURVEY OR DISTRICT:

PLEASE PROVIDE PHOTOGRAPHS OF ALL STRUCTURES. SEE PHOTOGRAPHY REQUIREMENTS

NOTE: ALL PHOTOGRAPHS SHOULD BE LABELED AND KEYED TO ONE MAP OF THE PROJECT AREA

PLEASE PROVIDE A BRIEF HISTORY OF THE BUILDING(S), INCLUDING CONSTRUCTION DATES AND BUILDING USES. (USE ADONT~AL PAGES, IF NECESSARY.)

ADDITIONAL REQUIREMENTS Map Requirments: Attach a coy of tha relevant portlon (8Y,6 x 11) of the current USGS 7.5 mai.topograpthlc map and if necessary, a large scale project map. Please do not send an IndIvkdual map With each structure or sits. While an orgina map Is preferable, a good copy Is ccetabe. For a lis ot sites from Which to order, download or prin the required USGS 7.5 main topographic maps at 111110 or nO cost, consult htio:Idnr.mo~oov/shoo~ectonv~htm ,

Photography Requirements: Clear black and white or color photographs (minimum 3' x 5") are acceptabe. Polarlods. photocopies. ematlld or raxed phofographs are not acceptable. Good quality photographs are Important for expeditious project revlew. Phtographs of neighboring or nearby buildfngs are also helpful. All photographs should be labeled and keyed to one map of the project area.

CHECKLIST-DID YOU PROVIDE THE FOLLOWING INFORMATION?

[] Topographic map 7.6 mai.(per project, not structure) 0] Other supporting documents (IInlecsary to explain the project)

[J Thorough desc*to (all projects) [] For new construction, rehabilitations. etc.. attach work write-ups, plans, drawings. etc.

0] Photographs (all structures) [] Is topographic map Identlifled by quadrangle and year?

Return this Form and Attachments to:

MISSOUR DEPARTMENT OF NATURAL RESOURCES STATE HISTORIC PRESERVATION OFFICE Attn: Section 106 Review P.O. BOX 170 JEFFERSON CITY, MISSOURI 65102-0176

Quacent hut building located on the southern portion of Lot 5. Quacent hut viewed from the south adjoining property. Quacent hut constructed between 1980 and 1992.

Quacent hut building located on the southern portion of Lot 5. Quacent hut viewed from the west portion of Lot 5. Quacent hut constructed between 1980 and 1992.

Trailer park located west of Lots 5, and 16. Trailer park est= and 1968.

Trailer park viewed from the western portion of Lot 5.

Trailer park located west of Lots 5, and 16. Trailer pE and 1968.

Trailer park viewed from the western portion of Lot 5.

University of Missouri Civil Engineering research bL ig located east of Lot 5. Building constructed between 1956 and 1968.

Metal sided USDA building located within the vicinity of the University of Missouri Civil Engineering research building and east of Lot 5. Building constructed between 1995 and 2002.

ABC Lab building located west of Lot 2. Building constructed between 2002 and 2007. Building viewed from Discovery Drive.

Radii building located east of Lot 2. Building constructed between 2002 Building viewed from the intersection of Discovery Drive and Discovery Parkway.

Residence located south of Lot 11. Residence constructed between 19 Residence viewed from US Highway 63, southwest of the structure.

m .....

R~esidence located soutlh o1r LOt 11. Residence constructed oetweer Residence viewed from US Highway 63, southwest of the structure.

Residence located south of Lot 11. Residence constructed between Residence viewed from Lot 11, north of the structure.

Barn located south of the residence south of Lot 11. Barn constructed between 1939 and 1956.

Barn viewed from US Highway 63, southwest of the structure.

Residence located south of Lot 11. Residence coi Residence viewed from Lot 11 looking southwest.

Barn located south of Lot 11. *n viewed from Lot 11 looking southwest.

N Large metal machine shed strctre located on Lot 17. Machine shed placed on-i approximately 2007. Machine shed viewed from the north adjoining property.

'4!

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It Large metal machine shed structure located on Lot 17. Machine shed placed approximately 2007. Machine shed viewed from the north adjoining property.

Two small metal machine sheds constructed between 1939 and 1968.

Eastern small metal machine sheds located on L constructed between 1939 and 1968.

I Imetal macnine sneas iOCateca on LOt 1i'. I* consrructea

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'M~v Rev. 0 Appendix K -

Preliminary Geotechnical Engineering Report Discovery Ridge -

Certified Site Program Lots 2, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, and 18 (Terracon, 2011b)

K-i

Preliminary Geotechnical Engineering Report Discovery Ridge - Certified Site Program Lots 2, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17 and 18 Columbia, Missouri February 17, 2011 Terracon Project No. 09105094.1 Prepared for:

Trabue, Hansen & Hinshaw, Inc.

Columbia, Missouri Prepared by:

Terracon Consultants, Inc.

Columbia, Missouri U

U

1 - U

Feray 721 Trabue, Hansen & Hinshaw, Inc.

1 [errcann 1901 Pennsylvania Columbia, Missouri 65202 Attn: Mr. John Huss, P.E.

P: [573] 814-1568 F: [573] 814-1128 Re: Preliminary Geotechnical Engineering Report Discovery Ridge - Certified Site Program Lots 2, 5, 6,7, 8,9,1!0, 11, 12, 13, 14, 15, 16, 17 and 18 Columbia, Missouri Terracon Project Number. 09105094.1 Dear Mr. Huss Terracon Consultants, Inc. (Terracon) has completed the preliminary geotechnical engineering services for the above referenced project. This study was performed in general accordance with our proposal number D0910226 dated December 15, 2010 and our Supplemental Change Order dated February 2, 2011. This report presents the findings of the subsurface exploration and provides preliminary geotechnical recommendations concerning earthwork and the design and construction of foundations, floor slabs and pavements for the proposed project.

We appreciate the opportunity to be of service to you on this project If you have any questions concerning this report, or ifwe may be of further service, please contact us.

Sincerely, Terracon Consultants, Inc.

Staff Geotechnica! Engineer t"Senior Principal Missouri: PE 2009001099 NUMBER Office Manager Enclosures -I"-!

cc: 3- Client 1 -RFle Terracon Consultants, Inc. 3601 Mojave Court, Ste. A Columbia, Missouri 65202 P [5731 214 2877 F [5731 214 2714 terracon,¢om

TABLE OF CONTENTS Page EXECUTIVE

SUMMARY

... .............................................................................. i

1.0 INTRODUCTION

2.0 PROJECT INFORMATION .....................................................................

2.1 Project Description......................................................................I 2.2 Site Location and Description ................ ........................................ 2 3.0 SUBSURFACE CONDITIONS ................................................................ 2 3.1 Geology ................................................................................. 2 3.2 Typical Profile ........................................................................... 3 3.3 Groundwater............................................................................ 4 4.0 SITE SUITABILITY AND PRELIMINARY FINDINGS AND RECOMMENDATIONS ..... 5 4.1 Geotechnical Considerations.......................................................... 5 4.2 Earthwork................................................................................ 6 4.3 Foundations............................................................................. 6 4.4 Seismic Considerations ................................................................ 7 4.5 Floor Slabs ........... i................................................................... 8 4.6 Pavements .............................................................................. 8 5.0

GENERAL COMMENT

S ........................................................................ 9 APPENDIX A - FIELD EXPLORATION Exhibit A-I Site Location Map Exhibit A-2 USGS Map Exhibit A-3 Geologic Map Exhibit A-4 Boring Location Diagram Exhibit A-5 to A-13 Boring Logs Exhibit A-14 Field Exploration Description APPENDIX B - SUPPORTING INFORMATION Exhibit B-I Laboratory Testing APPENDIX C - SUPPORTING DOCUMENTS Exhibit C-I General Notes Exhibit C-2 Unified Soil Classification System Exhibit C-3 General Notes - Description of Rock Properties Exhibit C-4 Projected Earthquake Intensities (Modified Mercalli Scale)

Reliable u Responsive u Convenient u Innovative

Preliminar Geotechnica. Engineering Reportre Discovery Ridge - Certified Site Program IC 1 Lots 2, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17 and 18 u Columbia, Missouri February 17, 2011 . Terracon Project No. 09105094.1.1 EXECUTIVE

SUMMARY

A preliminary geotechnical investigation has been performed for the proposed certified site which consists of Lots 2, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17 and 18 of the Discovery Ridge Research Park in southeastern Columbia, Missouri. Nine (9) borings, designated B-I through B-9, were performed to depths of approximately 13 to 20 feet below the existing ground surface at the subject site.

Based on the information obtained from our subsurface exploration, the site can be developed for future construction. The following geotechnical considerations were identified:

Typical lightly loaded commercial buildings may be supported on shallow footings bearing on stiff to very stiff native clay or on compacted structural fill.

Assuming proper site preparation and any necessary subgrade repair, total and differential settlement should be within anticipated client/owner specifications.

- Existing fill was encountered in Borings B-3 and B-4, however we understand that this material was placed as part of mass grading during mid to late 2008. At that time, Terracon was onsite to observe and test the density and moisture during placement of engineered fill material.

Based on the USGS map, it appears that a pond may have been located in the vicinity of lot 16 and that the existing pond located north of the Radii Facility previously extended west onto a portion of Lot 2. We recommend these areas be thoroughly investigated during the final geotechnical investigation for each respective lot.

The near-surface soils are active and prone to volume change with variations in moisture content. For this reason, a low volume change zone (LVC) is typically constructed beneath at-grade, grade-supported floor slabs. Depending on final grading plans, construction of the LVC may require overexcavation within future building pads.

On-site soils appear suitable for use as compacted structural fill; however, if they do not meet the low plasticity fill criteria, they should not be utilized for LVC material.

The 2006/2009 International Building Code (IBC), Table 1613.5.2 seismic site classification for this site is C

The Modified Mercalli Intensity Scale for seismic events for Boone County is VII.

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Discovery Ridge - Certified Site Program Preliminary Geotechnical Engineering Report irera ra a n Lots 2, 5, 6,7, 8, 9,10, 11, 12, 13, 14, 15, 16, 17 and 18 *] Columbia, Missouri February 17, 2011 [] Terracon Project No. 091 05094.1.1 EXECUTIVE

SUMMARY

(continued) u Close monitoring of the construction operations discussed herein will be critical in achieving the design subgrade support. We recommend that Terracon be retained to monitor this portion of the work.

This summary should be used in conjunction with the entire report for design purposes. It should be recognized that details were not included or fully developed in this section, and the report must be read in its entirety for a comprehensive understanding of the items contained herein. The section titled

GENERAL COMMENT

S should be read for an understanding of the report limitations. Although this report discusses design parameters, these parameters are preliminary. This preliminary report is not intended to be relied upon for final design.

Reliable u Responsive *] Convenient [] Innovative ii

PRELIMINARY GEOTECHNICAL ENGINEERING REPORT DISCOVERY RIDGE - CERTIFIED SITE PROGRAM LOTS 2, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17 and 18 COLUMBIA, MISSOURI Terracon Project No. 09105094.1 February 17, 2011

1.0 INTRODUCTION

A preliminary geotechnical engineering report has been completed for the proposed certified which consists of Lots 2, 5, 6, 7, 8, 9, 10, 11, 12, 13,114, 15, 16, 17 and 18 of Discovery Ridge Research Park in Columbia, Missouri. Nine (9) borings, designated B-I through B-9, were performed to depths of approximately 13 to 20 feet below the existing ground surface at the subject site. Logs of the borings along with a site location map, USGS map, geologic map and boring location diagram are included in Appendix A of this report.

The purpose of these services is to provide information and preliminary geotechnical engineering recommendations relative to:

subsurface soil conditions [] foundation design and construction

groundwater conditions u floor slab design and construction

earthwork

seismic considerations

pavements It is important to note that this preliminary geotechnical engineering report is not meant to provide final design recommendations. Once final development plans are available, a final geotechnical investigation should be performed for site and structure-specific geotechnical recommendations.

2.0 PROJECT INFORMATION 2.1 Project Description

.ITEM DESCRIPTION Site layout See Appendix A, Exhibit A-4: Boring Location Diagram The project will include future development of approximately 90 Structures acres of vacant land. Finalized specific building or site layout details were unknown at the time this report was prepared.

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Responsive

Convenient u InnovativeI 1