Text

Northwest Medical Isotopes, LLC - Document No. NWMI-2015-RAI-001, Revision 0, Appendix H. Part 5 of 14
	ML15328A076
Person / Time
Site:	Northwest Medical Isotopes
Issue date:	11/20/2015
From:	Klein J, Lidholm E; Northwest Medical Isotopes, Terracon Consultants
To:	; Office of Nuclear Reactor Regulation, Trabue, Hansen & Hinshaw
Shared Package
ML15328A010	List: ML15328A070; ML15328A071; ML15328A072; ML15328A073; ML15328A075; ML15328A076; ML15328A077; ML15328A078; ML15328A079; ML15328A080; ML15328A081; ML15328A082; ML15328A083; ML15328A084;
References
	NWMI-LTR-2015-005 NWMI-2015-RAI-001, Rev. 0
	Download: ML15328A076 (42)
	v • d • e

APPENDIX D Site Photographs

Discovery Ridge Project No. 09067718 May 31, 2006 Photo #1 Buildings on the northwest Photo #2 Pasture land on the site portion of the site.

Photo #3 Lake on the northeast portion of Photo #4 Civil engineering research the site. building.

Photo #5 Building 88. Photo #6 Floor drain in garage of USDA-FRB.

Discovery Ridge Project No. 09067718 May 31, 2006 Photo #7 Oily water surface in the oil/water Photo #8 Research area in USDA-FRB.

separator associated with floor drain in Photo #9 Hydraulic fluid drum in the civil Photo #10 Used oil drums and containers engineering research building. in the civil engineering research Photo #11 Stored materials in the Quonset Photo #12 Shop area in the Quonset building. building.

Discovery Ridge Project No. 09067718 May 31, 2006 Photo #13 Air compressor in building 88. Photo #14 Building 89.

Photo #15 Building 226 Photo #16 Forklifts in building 89.

Photo #18 Empty containers in building 89.

89.W1l e~mpty gas containers in oUliiing i-rnoto

Discovery Ridge Project No. 09067718 May 31, 2006 OwO *1 uas containers in DUilaing zzs lrnOtO *zu e:quipment in bUilding ZZU Photo #21 Animal pens in building 90. Photo #22 Interior of building 91.

1010 *; i i-ropane tanKs west or" DUlIQIng 90.

Discovery Ridge Project No. 09067718 May 31, 2006 5 ioumnwest portion ot tne site. Vfrloto *zt Nortfleast portion ot tfle site.

Photo #27 East portion of the site with beef Photo #28 1 ,600-gallon water tank.

farm buildings on east-adjoining Photo #29 1,000-gallon water tank.0Sot-dingprety 10 South-adjoining property.

Discovery Ridge Project No. 09067718 May 31, 2006 010 *tl I:.dS MODIle dome i-ark on the rnotoadjoining

- Lenetics Duiiaings on me normn-northwest-adjoining property. property.

Photo #33 Sugar Grove Lane and farm land Photo #34 Highway 63 followed by the on north-adjoining property. Phillips farm west of the site.

Photo #35 Highway 63 followed by the farmland southwest of the site.

APPENDIX E Description of Terms and Acronyms

Description of Selected General Terms and Acronyms Term/Acronym Description Asbestos Containing Material. Asbestos is a naturally occurring mineral, three varieties of which (chrysotile, amosite, crocidolite) have been commonly used as fireproofing or binding agents in construction materials. Exposure to asbestos, as well as ACM, has been documented to cause lung diseases including asbestosis (scarring of the lung), lung cancer and mesothelioma (a cancer of the lung lining).

Regulatory agencies have generally defined ACM as a material containing greater that one (1) percent asbestos, however some states (e.g. California) define ACM as materials having 0.1% asbestos. In order to define a homogenous material as non-ACM, a minimum number of samples must be collected from the material dependent upon its type and quantity. Homogenous materials defined as non-ACM must either have 1) no asbestos identified in all of its samples or 2) an identified asbestos concentration below the appropriate regulatory threshold. Asbestos concentrations are generally determined using polarized light microscopy or transmission electron microscopy. Point counting is an ACM analytical method to statistically quantify the percentage of asbestos in a sample. The asbestos component of ACM may either be friable or non-friable. Friable materials, when dry, can be crumbled, pulverized, or reduced to powder by hand pressure and have a higher potential for a fiber release than non-friable ACM. Non-friable ACM are materials that are firmly bound in a matrix by plastic, cement, etc. and, if handled carefully, will not become friable.

Federal and state regulations require that either all suspect building materials be presumed ACM or that an asbestos survey be performed prior to renovation, dismantling, demolition, or other activities that may disturb potential ACM. Notifications are required prior to demolition and/or renovation activities that may impact the condition of ACM in a building. ACM removal may be required if the ACM is likely to be disturbed or damaged during the demolition or renovation. Abatement of friable or potentially friable ACM must be performed by a licensed abatement contractor in accordance with state rules and NESHAP. Additionally, OSHA regulations for work classification, worker training and worker

______________protection will apply.

AHERA Asbestos Hazard Emergency Response Act Above Ground Storage Tanks. ASTs are generally described as storage tanks less than 10% of which are below ground (i.e., buried). Tanks located in a basement, but not AST buried, are also considered ASTs. Whether, and the extent to which, an AST is regulated, is determined on a case-by-case basis and depends upon tank size, its contents and the jurisdiction of its location.

BGS Below Ground Surface BTEX Benzene, Toluene, Ethylbenzene, and Xylenes. BTEX are VOC components found in gasoline and commonly used as analytical indicators of a petroleum hydrocarbon release.

CERCLAComprehensive Environmental Response, Compensation and Liability Act (a.k.a. Superfund). CERCLA is the federal act that regulates abandoned or uncontrolled hazardous CERCLAwaste sites. Under this Act, joint and several liability may be imposed on potentially responsible parties for cleanup-related costs.

Comprehensive Environmental Response, Compensation and Liability Information System. An EPA compilation of sites having suspected or actual releases of hazardous CERCLIS substances to the environment. CERCLIS also contains information on site inspections, preliminary assessments and remediation of hazardous waste sites. These sites are typically reported to EPA by states and municipalities or by third parties pursuant to CERCLA Section 103.

CFR Code of Federal Regulations DOT U.S. Department of Transportation EPA U.S. Environmental Protection Agency ERNS Emergency Response Notification System. An EPA-maintained federal database which stores information on notifications of oil discharges and hazardous substance releases in ERNS quantities greater than the applicable reportable quantity under CERCLA. ERNS is a cooperative data-sharing effort between EPA, DOT, and the National Response Center.

ESA Environmental Site Assessment FRP Fiberglass Reinforced Plastic As defined under CERCLA, this is (A) any substance designated pursuant to section 1321(b)(2)(A) of Title 33, (B) any element, compound, mixture, solution, or substance designated pursuant to section 9602 of this title; (C) any hazardous waste having characteristics identified under or listed pursuant to section 3001 of the Solid Waste Disposal Hazardous Act (with some exclusions); (D) any toxic pollutant listed under section 1317(a) of Title 33; (E) any hazardous air pollutant listed under section 112 of the Clear Air Act; and (F)

Substance any imminently hazardous chemical substance or mixture with respect to which the EPA Administrator has taken action under section 2606 of Title 15. This term does not include petroleum, including crude oil or any fraction thereof which is not otherwise listed as a hazardous substance under subparagraphs (A) through (F) above, and the term include natural gas, or synthetic gas usable for fuel (or mixtures of natural gas and such synthetic gas).

Description of Selected General Terms and Acronyms (cont.)

Term/Acronym Description This is defined as having characteristics identified or listed under section 3001 of the Solid Waste Disposal Act (with some exceptions). RCRA, as amended by the Solid Waste Hazarousaste Disposal Act of 1980, defines this term as a "solid waste, or combination of solid wastes, which because of its quantity, concentration, or physical, chemical, or infectious Hazarousaste characteristics may (A) cause, or significantly contribute to an increase in mortality or an increase in serious irreversible, or incapacitating reversible illness; or (B) pose a substantial present or potential hazard to human health or the environment when improperly treated, stored, transported, or disposed of, or otherwise managed."

ILP Innocent Landowner/Operator Program LUST Leaking Underground Storage Tank. This is a federal term set forth under RCRA for leaking USTs. Some states also utilize this term.

Maximum Contaminant Level. This Safe Drinking Water concept (and also used by many states as a ground water cleanup criteria) refers to the limit on drinking water MCL contamination that determines whether a supplier can deliver water from a specific source without treatment.

Material Safety Data Sheets. Written/printed forms prepared by chemical manufacturers, importers and employers which identify the physical and chemical traits of hazardous MSDS chemicals under OSHA's Hazard Communication Standard.

NESHAP National Emissions Standard for Hazardous Air Pollutants (Federal Clean Air Act). This part of the Clean Air Act regulates emissions of hazardous air pollutants.

NFRAP Facilities where there is "No Further Remedial Action Planned," as more particularly described under the Records Review section of this report.

Notice of Violation. A notice of violation or similar citation issued to an entity, company or individual by a state or federal regulatory body indicating a violation of applicable rule or NOV regulations has been identified.

NPDES National Pollutant Discharge Elimination System (Clean Water Act). The federal permit system for discharges of polluted water.

NPL National Priorities List, as more particularly described under the Records Review section of this report.

OSHA Occupational Safety and Health Administration or Occupational Safety and Health Act PACM Presumed Asbestos-Containing Material. A material that is suspected of containing or presumed to contain asbestos but which has not been analyzed to confirm the presence or absence of asbestos.

Polychlorinated Biphenyl. A halogenated organic compound commonly in the form of a viscous liquid or resin, a flowing yellow oil, or a waxy solid. This compound was historically used as dielectric fluid in electrical equipment (such as electrical transformers and capacitors, electrical ballasts, hydraulic and heat transfer fluids), and for numerous heat and fire PCB sensitive applications. PCB was preferred due to its durability, stability (even at high temperatures), good chemical resistance, low volatility, flammability, and conductivity. PCBs, however, do not break down in the environment and are classified by the EPA as a suspected carcinogen. 1978 regulations, under the Toxic Substances Control Act, prohibit manufacturing of PCB-containing equipment; however, some of this equipment may still be in use today.

pCi/I PicoCuries per Liter of Air. Unit of measurement for Radon and similar radioactive materials.

PLM Polarized Light Microscopy (see ACM section of the report, if included in the scope of services)

PST Petroleum Storage Tank. An AST or UST that contains a petroleum product.

A radioactive gas resulting from radioactive decay of naturally-occurring radioactive materials in rocks and soils containing uranium, granite, shale, phosphate, and pitchblende.

Radon concentrations are measured in picoCuries per Liter of Air. Exposure to elevated levels of radon creates a risk of lung cancer; this risk generally increases as the level of radon and the duration of exposure increases. Outdoors, radon is diluted to such low concentrations that it usually does not present a health concern. However, radon can Radonaccumulate in building basements or similar enclosed spaces to levels that can pose a risk to human health. Indoor radon concentrations depend primarily upon the building's construction, design and the concentration of radon in the underlying soil and ground water. The EPA recommended annual average indoor "action level" concentration for residential structures is 4.0 pCi/I.

RCRA Resource Conservation and Recovery Act. Federal act regulating solid and hazardous wastes from point of generation to time of disposal ('cradle to grave"). 42 U.S.C. 6901 et seq.

The RCRA generators list is part of the RCRIS database maintained by EPA and lists facilities that generate hazardous waste as part of their normal business operations, as more RCRAenertors particularly defined under Section 5.0 of this report.

RCRA The USEPA maintains a database of RCRA facilities associated with treatment, storage, and disposal (TSD) of hazardous materials which are undergoing "corrective action". A CORRACTS/TSDs "corrective action" order is issued when there is a release of hazardous waste or constituents into the environment from a RCRA facility.

RCRA Non- The RCRA Non-CORRACTS/TSD Database is a compilation by the USEPA of facilities which report storage, transportation, treatment, or disposal of hazardous waste. Unlike the CORRACTS/TSDs RCRA CORRACTS/TSD database, the RCRA Non-CORRACTS/TSD database does not include RCRA facilities where corrective action is required.

Description of Selected General Terms and Acronyms (cont.)

Term/Acronym Description RCRA RAATS. RCRA Administrative Actions Taken. RAATS information is now contained in the RCRIS database and includes records of administrative enforcement actions against Violators List facilities for noncompliance.

RCRIS Resource Conservation and Recovery Information System, as defined in the Records Review section of this report.

Recognized Environmental Conditions" are defined by ASTM E 1527-97 as "the presence or likely presence of any hazardous substances or petroleum products on a property under conditions that indicate an existing release, a past release, or a material threat of release of any hazardous substances or petroleum products into structures on the property or into REC the ground, ground water, or surface water of the property. The term includes hazardous substances or petroleum products even under conditions of compliance with laws. The term is not intended to include de minimis conditions that generally do not present a material risk of harm to the public health or the environment and that generally would not be the subject of an enforcement action if brought to the attention of appropriate governmental agencies.

SCL State "CEROLIS" List (see SPL /State Priority List, below).

Spill Prevention, Control and Countermeasures. SPCC plans are required under federal law (Clean Water Act and Oil Pollution Act) for any facility having a petroleum AST with a SPCC capacity of over 660 gallons or two or more tanks having an aggregate capacity of over 1320 gallons. SPCC plans are also required for facilities with underground petroleum storage tanks with capacities of over 42,000 gallons. Many states have similar spill prevention programs which may have additional requirements.

State Priority List. State list of confirmed sites having contamination in which the state is actively involved in clean up activities or is actively pursuing potentially responsible parties SPL for clean up. Sometimes referred to as a State "CERCLIS" List.

SWF Solid Waste Facility List. A Vista Information Solutions, Inc. database of solid waste facilities listed by state.

TPH Total Petroleum Hydrocarbons Toxic Release Inventory. Routine EPA report on releases of toxic chemicals to the environment based upon information submitted by entities subject to reporting under the TRI Emergency Planning and Community Right to Know Act.

Toxic Substances Control Act. A federal law regulating manufacture, import, processing and distribution of chemical substances not specifically regulated by other federal laws TSCA (such as asbestos, PCBs, lead-based paint and radon). 15 U.S.C 2601 et seq.

USACE United States Army Corps of Engineers USC United States Code USGS United States Geological Survey USNRCS United States Department of Agriculture-Natural Resource Conservation Service UST Underground Storage Tank. Most federal and state regulations, as well as ASTM E1527, define this as any tank, inc., underground piping connected to the tank, that is or has been UST used to contain hazardous substances or petroleum products and the volume of which is 10% or more beneath the surface of the ground (i.e., buried).

VCP Voluntary Cleanup Program VOC Volatile Organic Compound Areas that are typically saturated with surface or ground water that create an environment supportive of wetland vegetation (i.e., swamps, marshes, bogs). The Corps of Enqineers Wetlands Delineation Manual (Technical Report Y-87-1) defines wetlands as areas inundated or saturated by surface or ground water at a frequency and duration sufficient to support, and that under normal circumstances do support, a prevalence of vegetation typically adapted for life in saturated soil conditions. For an area to be considered a jurisdictional wetland, it must meet the following criteria: more than 50 percent of the dominant plant species must be categorized as Obligate, Facultative Wetland, or Facultative on lists of plant species that occur in wetlands; the soil must be hydric; and, wetland hydrology must be present.

WetlandsThe federal Clean Water Act which regulates "waters of the US," also regulates wetlands, a program jointly administered by the USACE and the EPA. Waters of the U.S. are defined as: (1) waters used in interstate or foreign commerce, including all waters subject to the ebb and flow of tides; (2) all interstate waters including interstate wetlands; (3) all other waters such as intrastate lakes, rivers, streams (including intermittent streams), mudflats, sandflats, wetlands, sloughs, prairie potholes, wet meadows, playa lakes, or natural ponds, etc., which the use, degradation, or destruction could affect interstatel/foreign commerce; (4) all impoundments of waters otherwise defined as waters of the U. S., (5) tributaries of waters identified in 1 through 4 above; (6) the territorial seas; and (7) wetlands adjacent to waters identified in 1 through 6 above. Only the USACE has the authority to make a final wetlands jurisdictional determination.

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 "S "" °* g="

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Feray 01 Trabue, Hansen & Hinshaw, Inc.

r erracon 1901 Pennsylvania Columbia, N,,sso~ui 65202 Attn: Mr. John i-uss, 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, 8,9,10, 11, 12, 13,.14, 15, 16, 17 and 18 Columbia, Missouri Terracon Project Number: 09105094.1 Dear Mr. Huss Terracon Consultants, Inc. (Terracon) has comleated the preliminary geotechnical engineering services for the above referenced project. This study was performed in general accordance with our proposal number 00910228 dated December 15, 2010 and our Supplemental Change Order dated February 2, 2011. This report present 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 if we may be of further service, please contact us.

Sincerely, Terracon Consultanta, Inc.

Staff Geotechnical Engineer L " -- Senior Principal Missouri: PE 2009001099 % NUBR Office Manager E~nclosures 2 I7-- II cc: 3- Clent I - File Terraco* Coitsultanis, Inc. 3601 Mojave Court, Sle. A Columbia, Mlissouri 65202 P (573] 214 2671 F 1573) 214 2714 tarracon.com

TABLE OF CONTENTS Page EXECUTIVE

SUMMARY

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

1.0 INTRODUCTION

.................................................................................I 2.0 PROJECT INFORMATION ..................................................................... I 2.1 Project Description ..................................................................... 1 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 .............................................................................. 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 0-3 General Notes - Description of Rock Properties Exhibit C-4 Projected Earthquake Intensities (Modified Mercalli Scale)

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Preliminary Discovery RidgeGeotechnical Engineering ReportlrJ

- Certified Site Program___erracon 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 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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Preliminary Geotechnical Discovery Ridge Program__ra

- Certified Engineering Site Report lr[ a 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. 09105094.1.1 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, 14, 15, 16, 17 and 18 of Discovery Ridge Research Park in Columbia, Missouri. Nine (9) borings, designated B-1 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:

U subsurface soil conditions

foundation design and construction U

groundwater conditions u floor slab design and construction U

earthwork

seismic considerations U

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 ITMDESCRIPTION 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.* Columbia, Missouri 1rerracon February 17, 2011 . Terracon Project No. 091 05094.1.1 S 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 Gradingdevelopment will be limited to approximately 10 feet.

GradingAdditionally, 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: 1V (Horizontal to Vertical) (assumed) 2.2 Site Location and 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 (Pm), 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, l7 and 18u*Columbia, Missouri 1rerracan February 17, 2011

Terracon Project No. 091 05094.1.1 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:

Stau BotopopSrxiatum (fet) Material Description ConsistencylDensi ...

Surface 0.2 to 0.5 Topsoil: brown, friable and contained N/A significant organic matter 3 to 12 Existing Fill ' consisting of lean clay 1 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 througtdihiB-5, B stranduB- varying amounts of sand, gravel and Stiff to hard 3 teminaed wthi thi strtum possible cobbles (visually classified as 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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Preliminar Geotechnical Discovery Ridge - Certified Engineering Site Program ReportIr 1Ferracon 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 apeLoain Dph(et LiqudLmt() PatcLmt()Patct ne %

Boring B-i 3 -5 43 15 28 Boring B-3 1 -3 41 16 25 Boring B-5 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 Discovery Ridge - Certified Site Program__rrrucon Geotechnical Engineering Report rl 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 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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Discovery Preliminary Ridge - Certified Engineering Geotechnical Site Program Report Lots 2, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17 and 18 -, Columbia, Missouri 1 rerrII-nn 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 irerracon February 17, 2011 u 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.

Foolin Level Recommended Lean Concrete Backfill Overexcavation I Backfill NOTE: Excavationls knsketches shown vertical for convenience. Excavations sh~ou~l 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) od UseSie Clasi*fication 2006/2009 International Building Code (IBC) 1 C2

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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Preliminary Geotechnical Engineering Report Discovery Ridge - Certified Site Program 3 ra o Lots 2, 5,6, 7, 8,9, 10, 11, 12, 13, 14, 15, 16, 17and 18.wColumbia, Missouri February 17, 2011

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

Columbia, Missouri 1 rra o o February 17, 2011

Terracon Project No. 091 05094.1.1 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. If the 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

N Ir IN IF 11 Project Manager: Project No.

09105094.1 SITE LOCATION MAP Exhibit

-I JMK Drawn by:

Checked by:

JMK Scale:

GRAPHIC File Name:

ierra-fcon-Consulting Engineers & Scientists DISCOVERY RIDGE CERTIFIED SITE PROGRAM IC Approved by:

EHL 09105094.1 SMAP Date: 3601 MojaveCourt SuiteA Columbia Missouri 55202 LOTS 2, 5,6, 7, 8,9,10, 11,12, 13, 14,15, 16,17 & 18 COLUMBIA, MISSOURI A-I FHI 9/17/20311 P [573]2142677 F [573] 214 2714

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N II F Project Manager: GEOLOGIC MAP II Drawn by:

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SProject No.

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EHL 09105094.1 GMAP Date: 3601 Mojave Court, Suite A Columbia, Missouri 65202 LOTS 2, 5,6,7, 8, 9,10, 11, 12, 13, 14, 15, 16, 17 & 18 COLUMBIA, MISSOURI A-3 EHL 2/17/2011 P [5731214 2677 FI5712421

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09105094.1 BORING LOCATION PLAN Exhibit Drawn by:

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GRAPHIC Irerracon Consulting Engineers & Scientists DISCOVERY RIDGE CERTIFIED SITE PROGRAM II A-4 EHL 09105094.1 BPLAN LOTS 2, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17 & 18 Approved by: Date: 3601 Moave Court, Soit A Columbia Missour 65202 COLUMBIA, MISSOURI EHL 2'/17/90311 P1[573]12142677 F [5731214 2714 II II

BORING LOG NO. B-I 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 16 SAMPLES __TESTS ____

CD*

0 DESCRIPTION m n-' nD C

CDApproximate Surface Elevation: 835ft W 0) z n mQ a Q* __

6*3" TOPSOIL: ,-034.7 PA LEAN TO FAT CLAY: brown and gray, stiff to very stiff CL 1 ST 24 25 93 4500*

_CH

-- reddish brown, trace gray -CL -2 ST 24 22 105 6000* 43, 15, 28

_CH 2580

- PA 8 827

_CH 3 ST 24 24 .102 6000*

FAT traceCLAY: 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*

15--

-CH 5 ST 24 21 108 7000*

!20 815 BOTTOM OF BORING AT 20 FEET CD z

0~

CD o The stratification lines represent the approximate boundary lines *Calibrated Hand Penetrometer z7 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

+ WL +None WS'None AB BO=rRING coMPLETEDo 128-1

==:WL~ IE IiC lU I 550++x FOREMAN SB aExhibit A-5 _____________ APPROVED JMK JOB # 09105094*

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

SITE Discovery Ridge PROJECT Columbia, Missouri Discovery Ridge - Certified Site Program SAMPLES TESTS Boring Location: Lot 5 -_1 DESCRIP TION >_- I-: ZI -

H-Co w zz I-H m u- ZC, z OLU 0~ ZH-w HO Approximate Surface Elevation: 840 ft 0 Z "1o0

\4"TOPSOIL: ,039.7 PA LEAN TO FAT CLAY: gray with brown, CL 1 ST 24 17 98 7000*

very stiff

_CH

-CL 2 ST 16 17 110 7000*

_CH 6700

-PA 8 832 FAT CLAY: reddish brown with light gray, _CH 3 ST 24 19 109 9000*

trace sand and gravel, possible cobbles, hard (Glacial Drift)

-_CH 4 ST 20 17 115 9000+*

_ 9740

_ CH 5 SS 14 18 18 9000+*

820 OM OF BORING AT 20 FEET

- - - - - J- -- - b-The stratification soil and lines rock represent the approximate the transition boundary lines O*between types: in-situ, may be oradual. **CME*Calibrated 140H SPTHand Penetrometer automatic hammer WATER LEVEL OBSERVATIONS, ft BORING STARTED 12-28-10 WL [* None WS *' None AB r =* _. BORING COMPLETED 12-28-10

~wL - IE--rrdLU I 55G 0X FOREMAN SB Exhibit A-6 _____________APPROVED .JMK JOB # 09105094

BORING LOG NO. B-3 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 2 SAMPLES ___TESTS

0. 0 -- _-*

-J DESCRIPTION. m >_- .-

CDApproximate Surface Elevation: 805ft W CO D - <0 ~ ZzI-. I-i 0 lZ 0 ~~J

~2~"TOPSOl~PSOlL: PA FILL:

brown, lean tracetosand fat clay, gray and reddish 1 ST 22 19 111 7000* 41, 16,25 and gravel, very stiff 3 802 LEAN TO FAT CLAY: brown with gray, CL 2 ST 15 22 105 5500*

very stiff --CH PA

-- light gray, with silt _ CL 3 ST 22 18 111 6000*

_CH 10-- _

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

_CH 7490 K

15--

I-CD CD2 i 20

-- sandy BOTTOM OF BORING AT 20 FEET 785

_CH CL 5 ST 24 21 110 6500*

z a

IL CD oThe stratification lines represent the approximate boundary lines *Calibrated Hand Penetrometer 0o 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 o*' WL ' NOneWL; WS "None* AB BORIGCMPLTE 12-28-1 Wo*Exhibit A-7 APPROVED 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 I. ,. -

-J 0 I- Q.~e DESCRIP TION w H- ZI 0: I-:

w ,,0 ZCJ)

Z -I-G0 Z-H C' uJ1.- ow 0~ ,,w 1.-a HZ Approximate Surface Elevation: w D O~~J <0 800 ft I- 0

-- 4 z 4--I- I cnm I I I DC')

4

ZTPO~SOIL: PA FILL.: lean clay and lean to fat clay, brown, I ST 24 17 100 8000*

trace gray and reddish brown, trace sand and gravel, very stiff to hard

_ 2 ST 10 17 111 9000*

_ 8900

- PA

_ 3 ST 24 21 102 8000*

_ 5740 10--_

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

-CH 15--_

CL 5 ST 23 21 108 6500*

_CH 9n- - - ___ __ __

- - - ~ -i- ~ - - - - -

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

-'1Frra8ifr IWATER LEVEL OBSERVATIONS, ft BORING STARTED 12-28-10 wWL *None WS None* *BRINGCOPEE550X FOREMAN12281SB C

Exhibit A-8 APPROVED JMK JOB # 09105094

BORING LOG NO. B-5 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 14 & Lot 15 SAMPLES ___TESTS ____

- DESCRIPTION m (5Approximate Surface Elevation: W0f

Cl Ci)CO D Zi-o

'4" TOPSOIL: ,004.7 PA

/

LEAN CLAY: brown, trace gray, stiff CL 1 ST 16 24 98 4000* 31, 21,10 3 802 FAT CLAY: gray with red, stiff _CH 2 ST 12 31 91 4000*

PA

-- FAT CLAY: reddish brown and light gray, 79

_ CH 3 ST 21 16 119 7000*

/, trace sand and gravel, possible cobbles,

very stiff (Glacial Drift) 10--

12 _- - - - - - - - - -*

_793_

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

cobbles, stiff (Glacial Drift) CL 4 ST 19 21 4000*

--CH 15--

17__ 788

FAT CLAY: reddish brown and light gray, trace sand and gravel, possible cobbles,

very stiff (Glacial Drift)

_CH 5 SS 13 19 18 7500*

20_ 785 9n -- ______________

I-BOTTOM OF BORING AT 20 FEET CD CD z

CD 0~

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

,* WATER LEVEL OBSERVATIONS, ft

,'ou' WLw[_-16"5_I~1 AB

[ "rro 'i.BORING BORING STARTED COMPLETED50 12-28-10 FOEA12-28-10S Exhibit A-9 I_____________APPROVED JMK JOB # 09105094,

BORING LOG NO. B-6 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 10 SAMPLES _____TESTS ____

(.9 O 3-o 0

-DESCRIPTION m >.- *

- Cl) W > zc)* wl

'-i Ow CDApproximate Surface Elevation: 780ft o -n z * *___ om on DC) __

-3'--\ TOPSOIL: PA LEANTO FAT CLAY: light gray and CLI T 22 21 109 6000*

reddish brown, very stiff

--CH 3 777

_CH 2 ST 24 22 106 5000*

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

- PA I+

-- shaley texture

_CH 3 SS 14 21 12 8000*

10--

_CH 4 SS 11 41 17 8000*

15-- _

17 7R3

~LIMESTONE***: weathered 18.9 761.1

- 5 T 5 5N/K" 9"i 7NNN*

18.9 FEET C

- - Classifications and stratigraphic C

boundaries estimated from disturbed samples. Core samples and petrographic 2 analysis may reveal other rock types and C

stratigraphic classifications.

C 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

L*oe WS -Y18.5 A rr c iiBORING COMPLETED 12-28-10 IWL

RIG 550X FOREMAN SB c=Exhibit A-10______________ APPROVED JMK JOB #t 09105094j

BORING LOG NO. B-7 Trabue DiscoveryHansen & Hinshaw, Inc.

SITE Ridge Columbia, Missouri Disco very Ridge.-Ce Boring Location: Between Lot 12 & Lot 13 CD c0 DESCRIPTION o .

Surface Elevation:

gray, FAT CLAY:

trace sand and gray with lightgravel, reddish possible brown, cobbles, very stiff (Glacial Drift)

REFUSAL AT 13 FEET

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

soil and lines The stratification between represent rock types: in-situ, the transitionboundary the approximate lines may be gradual. *CalibratedJ Hand Penetrometer

,-*v-,r i duLUIIauc nammer r

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12-28-10SB 09105094.

BORING LOG NO. B-8 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: Between Lot 17 & Lot 18 SAMPLES __TESTS____

DESCRIPTION m >-* ::

CO n" U> zcn"- -

Wi C/ :): -10 <-

0 I- 01 CDApproximate Surface Elevation: 815ft o D Z

cCOeo D DC/) _ _ _

.-.*0.5 6" TOPSOIL: 814.5 PA f77J JA - -- ' - - -

trace reddish brown, trace root hairs, stiff CL 1 ST 14 35 85 2000*

_CH

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

_CH 3330 A RN7

r*rv,* .... CH 3 ST 24 FAT CLAY: light gray - 25 103 4000*

trace black, trace sand and andreddish gravel, brown, possible _ 2880 cobbles, stiff to very stiff (Glacial Drift) 10--

_CH 4 SS 18 15 19 5000*

15---_ _

I-C q

I-.

z j 20 BOTTOM OF BORING AT 20 FEET 795

_4CH 5 SS 18 15 18 5500*

0~

C 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 SP7 automatic hammer

WL SWATER LEVEL OBSERVATIONS, ft

None WS- rNone AB "5 c BRN TRE BroRINGcoMPLETED

-41 2-4-11 oWL _ _*

RIG 550X FOREMAN BW o__Exhibit____A-12___APPROVED JMK JOB # 09105094

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

SITE Discovery Ridge PROJECT Columbia, Missouri Discovery Ridge - Certified Site Program Boring Location: Between Lot 6 & Lot 7 SAMPLES TESTS C-Q~~e DESCRIPTION w. Lii- (.9 0::

cn I- ZI Wi 4 '-7 -H Z U~~j ma Cor uJ 0 ZCo fl~UJ Z- ZZ .wJ I- 0 m ,, WH Ow a HO HZ Approximate Surface Elevation: w D nii 0--i <0 ZH 800 ft 0 z Corn flCo

.*-*2" TOPSOIL: PA LEAN TO FAT CLAY: dark brown with CL 1 ST 14 20 105 4000* 44, 21, 23 gray, with silt, stiff

_CH

_CL 2 ST 10 24 96 3000*

_CH 2050 PA Aq 7.g9

_ CH 3 ST 24 19 112 6000*

FAT CLAY:

sand, light gray trace gravel, and brown, possible withvery cobbles, _ 6020

-stiff (Glacial Drift) 10-- _ _

-- gray and reddish brown _CH 4 SS 18 22 19 8000*

15--

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

7Rfl 9n-- -___

J BOTTOM OF BORING AT 20 FEET h h i i h b I h I I The stratilication lines represent the approximate boundary lines between soil and rock types: in-situ, the transition may be gradual. **CME*Calibrated 140H SPT Hand Penetrometer automatic hammer U

WATER LEVEL OBSERVATIONS, ft None WS

None AB I1Ferra~cln BORING STARTED BORING COMPLETED RIG 550X FOREMAN 2-14-11 BW 2-41 APPROVED JMKIJOB # 09105094

Preliminary Geotechnical Engineering Report 1r 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 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.

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Innovative EhbtA1 Exhibit A-14

APPENDIX B LABORATORY TESTING

Preliminary Discovery Geotechnical Ridge - Certified Engineering Site ProgramraReport le 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 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.

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InnovativeExitB- Exhibit B-1

APPENDIX D Site Photographs

Discovery Ridge Project No. 09067718 May 31, 2006 Photo #1 Buildings on the northwest Photo #2 Pasture land on the site portion of the site.

Photo #3 Lake on the northeast portion of Photo #4 Civil engineering research the site. building.

Photo #5 Building 88. Photo #6 Floor drain in garage of USDA-FRB.

Discovery Ridge Project No. 09067718 May 31, 2006 Photo #7 Oily water surface in the oil/water Photo #8 Research area in USDA-FRB.

separator associated with floor drain in Photo #9 Hydraulic fluid drum in the civil Photo #10 Used oil drums and containers engineering research building. in the civil engineering research Photo #11 Stored materials in the Quonset Photo #12 Shop area in the Quonset building. building.

Discovery Ridge Project No. 09067718 May 31, 2006 Photo #13 Air compressor in building 88. Photo #14 Building 89.

Photo #15 Building 226 Photo #16 Forklifts in building 89.

Photo #18 Empty containers in building 89.

89.W1l e~mpty gas containers in oUliiing i-rnoto

Discovery Ridge Project No. 09067718 May 31, 2006 OwO *1 uas containers in DUilaing zzs lrnOtO *zu e:quipment in bUilding ZZU Photo #21 Animal pens in building 90. Photo #22 Interior of building 91.

1010 *; i i-ropane tanKs west or" DUlIQIng 90.

Discovery Ridge Project No. 09067718 May 31, 2006 5 ioumnwest portion ot tne site. Vfrloto *zt Nortfleast portion ot tfle site.

Photo #27 East portion of the site with beef Photo #28 1 ,600-gallon water tank.

farm buildings on east-adjoining Photo #29 1,000-gallon water tank.0Sot-dingprety 10 South-adjoining property.

Discovery Ridge Project No. 09067718 May 31, 2006 010 *tl I:.dS MODIle dome i-ark on the rnotoadjoining

- Lenetics Duiiaings on me normn-northwest-adjoining property. property.