PROJECT INFORMATION... 1 SITE AND SUBSURFACE CONDITIONS... 2 EVALUATION AND RECOMMENDATIONS... 4 CONSTRUCTION CONSIDERATIONS... 5

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3 TABLE OF CONTENTS Page No. PROJECT INFORMATION... 1 Project Authorization... 1 Project Description... 1 Purpose and Scope of Services... 1 SITE AND SUBSURFACE CONDITIONS... 2 Site Location and Description... 2 Site Geology... 2 Subsurface Conditions... 2 Groundwater Information... 4 EVALUATION AND RECOMMENDATIONS... 4 Geotechnical Discussion... 4 Preliminary Site Preparation... 4 Preliminary Foundation Recommendations... 5 Geologic Hazards... 5 CONSTRUCTION CONSIDERATIONS... 5 Moisture Sensitive Soils/Weather Related Concerns... 6 Drainage and Groundwater Concerns... 6 Excavations... 6 REPORT LIMITATIONS... 7 APPENDIX BORING LOCATION PLAN GENERAL NOTES BORING LOGS

4 -1- Project Authorization PROJECT INFORMATION Professional Service Industries, Inc. (PSI) has completed a preliminary geotechnical exploration for the proposed 20 Acre Site in Fentress County, Tennessee. Our services were authorized by Mr. Walter Page of the Fentress County Industrial Development Board on August 11, 2010 by signing our proposal. This preliminary exploration was accomplished in general accordance with PSI Proposal No dated December 3, Project Description Project information was provided by Mr. Scott Sandman, Vice Chairman of Fentress County Industrial Development Board on November 10, We have also been furnished with a drawing depicting the site. Based on the noted information, we understand the proposed construction will be as follows: Building Several One to Two Story Structures Assume less than 200 Kip Column Loads Assumed less than 6 KLF Continuous Loads Grade Supported Floor Slab Information regarding site cut and fill requirements have not been developed. Once this information, as well as final building types and locations, are available, additional borings will be required to finalize our exploration. The preliminary geotechnical recommendations presented in this report are based on the available project information, building location, and the subsurface materials described in this report. If any of the noted information is incorrect, please inform PSI in writing so that we may amend the recommendations presented in this preliminary report if appropriate and if desired by the client. PSI will not be responsible for the implementation of its recommendations when it is not notified of changes in the project. Purpose and Scope of Services The purpose of this preliminary geotechnical exploration was to determine the various soil profile components, determine the general engineering characteristics of the materials encountered, provide information to the design engineers and architects which could be used to formulate preliminary design criteria, and to aid in the development of a more comprehensive program for obtaining final design information. Fentress County Industrial Development Board Professional Service Industries, Inc.

5 -2- The scope of services did not include an environmental assessment for determining the presence or absence of wetlands, or hazardous or toxic materials in the soil, bedrock, surface water, groundwater, or air, on, or below, or around this site. Any statement in this report or on the boring logs regarding odors, colors, and unusual or suspicious items or conditions are strictly for informational purposes. PSI did not provide any service to investigate or detect the presence of moisture, mold or other biological contaminates in or around any structure, or any service that was designed or intended to prevent or lower the risk of the occurrence of the amplification of the same. Client acknowledges that mold is ubiquitous to the environment with mold amplification occurring when building materials are impacted by moisture. Client further acknowledges that site conditions are outside of PSI s control, and that mold amplification will likely occur, or continue to occur, in the presence of moisture. As such, PSI cannot and shall not be held responsible for the occurrence or recurrence of mold amplification. Site Location and Description SITE AND SUBSURFACE CONDITIONS The 20 acre site for the proposed Clarkrange Regional Business Park is located at Highway 62 in Fentress County, Tennessee. The site is bordered by unnamed dirt roads and trees. At the time of our field activities the site was generally flat and covered with grass and tall weeds. An unknown dirt road was observed in the middle of the site. A fire hydrant was also observed near the southeast corner of the site. The surficial soils were firm at the time of the field exploration. Our ATV mounted-drill rig experienced little difficulty in moving about the site. Site Geology The Jones Knob Geologic Quadrangle map indicates that this site is underlain by the Rockcastle Sandstone. This formation is typically fine grained and thin bedded and grades downward into conglomeratic sandstone. The conglomeratic sandstone is typically coarse grained and medium to very thick bedded. Shale containing Nemo coal is present near the middle of the formation. The thickness of the formation is between 100 and 190 feet. Subsurface Conditions The site subsurface conditions were explored with 10 soil test borings, drilled across the site. The boring locations and depths were selected by PSI. The borings were located in the field by PSI personnel by measuring distances from known site reference points. The borings were advanced utilizing solid flight auger drilling methods and soil samples were Fentress County Industrial Development Board Professional Service Industries, Inc.

6 -3- routinely obtained during the drilling process. Drilling and sampling techniques were accomplished generally in accordance with ASTM procedures. Select soil samples were tested in the laboratory to determine material properties for our evaluation. Laboratory testing was accomplished generally in accordance with ASTM procedures. The subsurface conditions identified by the 10 borings primarily include lean clay, silty sand, sandstone and clayey sand. These materials are described in more detail in the following paragraphs. Borings in this area encountered 2 to 8 inches of topsoil. Lean clay was encountered to depths ranging from about 2 feet at borings B-6, B-7 and B-8 to about 4 feet at borings B- 1, B-2, B-3, B-4, B-9 and B-10. Silty sand was encountered to depths ranging from about 5 feet at boring B-2 to about 9 feet at boring B-1. Sandstone was encountered to a depth of about 9½ feet at boring B-1. Clayey sand was encountered to depths ranging from about 2 feet at boring B-5 to about 5 feet at boring B-7. The characteristics of these soils are summarized in the following table. Soil Type Lean Clay N-Values Soil Summary Table Moisture Content Pocket Penetrometer Readings (CL) (blows per foot) (percent) (tsf) Silty Sand (SM) (blows per foot) (percent) (tsf) Sand Clayey Sand 50 (blows per foot) (percent) (tsf) (SC) (blows per foot) (percent) (tsf) Refusal was encountered at depths ranging from 5 feet at boring B-2 and B-7 to 9½ feet at boring B-1. Refusal is a designation applied to any material that cannot be penetrated by the power auger and is normally indicative of a very hard or very dense material, such as large boulders or the upper surface of bedrock. In addition to the refusal materials, weathered rock layers were encountered within the overburden. Rock coring was beyond the scope of this exploration; therefore, the character and continuity of the refusal materials could not be determined. Fentress County Industrial Development Board Professional Service Industries, Inc.

7 -4- The above subsurface description is of a generalized nature to highlight the major subsurface stratification features and material characteristics. The boring logs included in the appendix should be reviewed for specific information at individual boring locations. These records include soil/rock descriptions, stratifications, penetration resistances, locations of the samples and laboratory test data. The stratification shown on the boring logs represent the conditions only at the actual boring locations. Variations may occur and should be expected between boring locations. The stratification represents the approximate boundary between subsurface materials and the actual transition may be gradual. Water level information obtained during field operations is also shown on the boring logs. The samples that were not altered by laboratory testing will be retained for 60 days from the date of this report and then will be discarded. Groundwater Information Groundwater was not encountered upon completion of drilling, indicating that the stabilized groundwater level at the site at the time of the exploration was either below the terminated depths of the borings, or that the soils encountered were relatively impermeable. Although groundwater was not encountered at this time, it is possible for groundwater to exist within the depths explored during other times of the year depending upon climatic and rainfall conditions. Additionally, discontinuous zones of perched water may exist within the overburden materials and/or at the contact with bedrock. The groundwater information presented in this report is the information that was collected at the time of our field activities. Geotechnical Discussion EVALUATION AND RECOMMENDATIONS Softer soils, standard penetration blow counts between 2 and 6 blows per foot, were encountered in our borings drilled across the site in the upper 2 to 4 feet. These soils will likely pump during proofrolling activities. We recommend that prior to construction the site be thoroughly proofrolled to identify any unsuitable soils. Any area observed to rut or deflect under the moving load should be undercut to a depth determined by a representative of the geotechnical engineer. We anticipate that some over excavation and replacement will be required and should be budgeted. Once final site and grading plans are complete for the project site, additional borings will be required to finalize this geotechnical report. Preliminary Site Preparation We recommend that topsoil, vegetation, roots, and any soft soils in the construction areas be stripped from the site and either wasted or stockpiled for later use in landscaping Fentress County Industrial Development Board Professional Service Industries, Inc.

8 -5- (subject to the approval of the landscape architect). s of topsoil in our borings ranged from 2 to 8 inches. It is not unusual for topsoil thickness to vary from these values between our boring locations. The depth of removal should be determined by a representative of the geotechnical engineer at the time of construction. We further note that not all upper surficial dark brown materials are topsoil and may not require removal. Should depths of topsoil removal vary from our reported depths at the boring locations, our personnel should be contacted prior to additional removal. After stripping and excavating to the proposed subgrade level, as required, the building and parking areas should be proof-rolled with a tandem axle dump truck or similar rubber tired vehicle. Soils that are observed to rut or deflect excessively under the moving load should be undercut and replaced with properly compacted fill. The proof-rolling and undercutting activities should be observed by a representative of the geotechnical engineer and should be accomplished during a period of dry weather. Again, areas of undercut and replacement should be planned and budgeted. Preliminary Foundation Recommendations We anticipate that the planned construction can be supported on conventional spread footing foundations bearing on approved natural soils, properly compacted structural fill or the upper bedrock surface. Spread footings most likely will be designed for allowable soil bearing pressures between 2,000 psf and 3,000 psf. Higher rock bearing capacities can most likely be attained if bedrock is encountered during site grading. Minimum dimensions of 24 inches for column footings and 18 inches for continuous footings should be used in foundation design to minimize the possibility of a local bearing capacity failure. Footings should be located at a depth of at least 18 inches below the final exterior grade to provide adequate frost protection. Geologic Hazards Our site reconnaissance did not identify any on-site sinkholes. However, the Jones Knob Geologic Quadrangle Map indicated sinkholes mapped in the vicinity of the site. The present state-of-the-art of geotechnical engineering does not permit accurate prediction of where or when sinkholes will occur. Site grading should be established to provide positive drainage both during and after construction so as to minimize the potential for future sinkhole development. During construction the grading contractor should be alert to any indication of possible sinkhole activity. Any sinkholes encountered during the site grading should be repaired under the direction of the geotechnical engineer. CONSTRUCTION CONSIDERATIONS PSI should be retained to provide observation and testing of construction activities involved in the foundations, earthwork, and related activities of this project. PSI cannot Fentress County Industrial Development Board Professional Service Industries, Inc.

9 -6- accept responsibility for any conditions, which deviated from those, described in this report, nor for the performance of the foundations if not engaged to also provide construction observation and testing for this project. Moisture Sensitive Soils/Weather Related Concerns The upper fine-grained soils encountered at this site may be sensitive to disturbances caused by construction traffic and changes in moisture content. During wet weather periods, increases in the moisture content of the soil can cause significant reduction in the soil strength and support capabilities. In addition, soils which become wet may be slow to dry and thus significantly retard the progress of grading and compaction activities. It will, therefore, be advantageous to perform earthwork and foundation construction activities during dry weather. Drainage and Groundwater Concerns Water should not be allowed to collect in the foundation excavation, on floor slab areas, or on prepared subgrades of the construction area either during or after construction. Undercut or excavated areas should be sloped toward one corner to facilitate removal of any collected rainwater, groundwater, or surface runoff. Positive site surface drainage should be provided to reduce infiltration of surface water around the perimeter of the building and beneath the floor slabs. The grades should be sloped away from the building and surface drainage should be collected and discharged such that water is not permitted to infiltrate the backfill and floor slab areas of the building. Groundwater was not encountered in the borings at the time of soil drilling. However, it is possible that seasonal variations will cause fluctuations or a water table to be present in the upper soils at a later time. Additionally, perched water may be encountered in discontinuous zones within the overburden and/or near the contact with bedrock. Any water accumulation should be removed from excavations by pumping. Should excessive and uncontrolled amounts of seepage occur, the geotechnical engineer should be consulted. Excavations Auger refusal materials were encountered at depths of 4 to 9½ feet below the existing grade in each of the borings. Auger refusal conditions generally correspond to materials, which require blasting for removal. Typically, soils penetrated by augers can be removed with conventional earthmoving equipment. However, excavation equipment varies, and field refusal conditions may vary. Generally, the weathering process is erratic and variations in the rock profile can occur in small lateral distances. Therefore, it is possible that some partially weathered rock and/or rock pinnacles or ledges requiring difficult excavation techniques may be encountered in site areas between our boring locations. Fentress County Industrial Development Board Professional Service Industries, Inc.

10 -7- We caution against extensive overblasting in building areas (blasting below finished grade) during the site grading operations. Overblasting typically damages below grade bedrock by fracturing or heaving the rock from its original position. This often creates difficulties for foundations and floor slabs supported on these materials by creating voids in the rock unit and greatly reducing the support capacity. Any areas damaged by overshooting should be evaluated by the geotechnical engineer to determine appropriate corrective measures, but will require the full depth removal of the blasted material. In Federal Register, Volume 54, No. 209 (October 1989), the United States Department of Labor, Occupational Safety and Health Administration (OSHA) amended its "Construction Standards for Excavations, 29 CFR, part 1926, Subpart P". This document was issued to better insure the safety of workmen entering trenches or excavations. It is mandated by this federal regulation that excavations, whether they be utility trenches, basement excavations or footing excavations, be constructed in accordance with the new OSHA guidelines. It is our understanding that these regulations are being strictly enforced and if they are not closely followed, the owner and the contractor could be liable for substantial penalties. The contractor is solely responsible for designing and constructing stable, temporary excavations and should shore, slope, or bench the sides of the excavations as required to maintain stability of both the excavation sides and bottom. The contractor's "responsible person", as defined in 29 CFR Part 1926, should evaluate the soil exposed in the excavations as part of the contractor's safety procedures. In no case should slope height, slope inclination, or excavation depth, including utility trench excavation depth, exceed those specified in local, state, and federal safety regulations. We are providing this information solely as a service to our client. PSI does not assume responsibility for construction site safety or the contractor's or other parties compliance with local, state, and federal safety or other regulations. REPORT LIMITATIONS The recommendations submitted in this report are based on the available subsurface information obtained by PSI and design details furnished by Mr. Scott Sandman for the proposed project. If there are any revisions to the plans for this project, or if deviations from the subsurface conditions noted in this report are encountered during construction, PSI should be notified immediately to determine if changes in the recommendations are required. If PSI is not notified of such changes, PSI will not be responsible for the impact of those changes on the project. The geotechnical engineer warrants that the findings, recommendations, specifications, or professional advice contained herein have been made in accordance with generally Fentress County Industrial Development Board Professional Service Industries, Inc.

11 -8- accepted professional geotechnical engineering practices in the local area. No other warranties are implied or expressed. After the plans and specifications are more complete, the geotechnical engineer should be retained and provided the opportunity to review the final design plans and specifications to check that our engineering recommendations have been properly incorporated into the design documents. At this time, it may be necessary to submit supplementary recommendations. This report has been prepared for the exclusive use of Fentress County Industrial Development Board for the specific application to the proposed 20 Acre Site, Clarkrange Regional Business Park, Fentress County, Tennessee. Fentress County Industrial Development Board Professional Service Industries, Inc.

12 APPENDIX Fentress County Industrial Development Board Professional Service Industries, Inc.

13 B-10 B-6 B-3 B-9 B-8 B-5 B-2 B-7 B-4 B-1 APPROXIMATE BORING LOCATION Project Name: Clarkrange Business Park Project Location: Clarkrange, TN Boring PSI Project # : Location Client: Plan 751 South 5th Street Date: SEPT 2010 Nashville, Tennessee 37206

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15 BORING LOG Project: Boring No.: Elevation (MSL) B-1 Boring Method: Clarkrange Business Park (feet) Total Hollow Stem Auger Sample 9.5' Elev: 8" TOPSOIL Brown Lean CLAY with roots, moist, very soft. (CL) Brown to Dark Yellow Brown Lean CLAY with sand, sandstone and silt, moist, hard. (CL) Dark Yellow Brown to Gray Silty SAND, dry to moist, very dense. (SM) SANDSTONE. Auger Refusal 9.5 Feet Drill Type: DESCRIPTION OF MATERIALS N 2 50/PR 50/PR 50/PR 50/PR Clarkrange, TN Driller: N VALUE (bpf) % M Information To Build On 8/24/10 Not Encountered LL PI Qp CBR PID 0.5 NV GPJ 9/10/10 CME-550 PSI No.: Location: Water at Completion of Drilling: LS Date:

16 BORING LOG Project: Boring No.: Elevation (MSL) Clarkrange Business Park B-2 Boring Method: (feet) Total Hollow Stem Auger Sample 5.0' Elev: Drill Type: DESCRIPTION OF MATERIALS 2" TOPSOIL Brown Lean CLAY with roots, moist, firm. (CL) Dark Brown Lean CLAY with sand and weathered sandstone, moist, hard. (CL) Light Yellow Brown Silty SAND with sandstone, moist, very dense. (SM) Auger Refusal 5.0 Feet N 5 50/PR 50/PR PSI No.: Location: Driller: N VALUE (bpf) Clarkrange, TN LS LL Information To Build On Date: PI 8/24/10 Not Encountered Qp CBR PID NV GPJ 9/10/10 CME-550 Water at Completion of Drilling: % M

17 BORING LOG Project: Boring No.: Elevation (MSL) Clarkrange Business Park B-3 Boring Method: (feet) Total Hollow Stem Auger Sample 6.5' Elev: Dark Yellow Brown Lean CLAY with roots and silt, moist, soft. (CL) Dark Yellow Brown Lean CLAY with sand, moist, hard. (CL) No Sample. Auger Refusal 6.5 Feet Drill Type: DESCRIPTION OF MATERIALS CME-550 N 4 6 PSI No.: Location: Driller: N VALUE (bpf) Clarkrange, TN LS Information To Build On Date: 8/24/10 Not Encountered % M LL PI Qp CBR PID NV GPJ 9/10/10 Water at Completion of Drilling:

18 BORING LOG Information To Build On Project: (MSL) Clarkrange Business Park Dark Yellow Brown to Brown Lean CLAY with sand and with roots to 2.0', moist, firm to hard. (CL) No Recovery. Auger Refusal 5.5 Feet N 7 50/PR Driller: N VALUE (bpf) Clarkrange, TN Location: Boring No.: B-4 Total 5.5' Elev: Water at Completion of Drilling: Boring Method: Elevation (feet) Hollow Stem Auger Sample DESCRIPTION OF MATERIALS LS % M LL Date: 8/24/10 Not Encountered PI Qp CBR PID NV GPJ 9/10/10 Drill Type: CME-550 PSI No.:

19 BORING LOG Project: Boring No.: Elevation (MSL) Clarkrange Business Park B-5 Boring Method: (feet) Total Hollow Stem Auger Sample 6.0' Elev: Drill Type: DESCRIPTION OF MATERIALS 2" TOPSOIL Dark Yellow Brown Clayey SAND, moist, loose. (SC) Yellow Brown to Yellow Red Silty SAND with sandstone, moist, very dense. (SM) No Recovery. Auger Refusal 6.0 Feet N 7 50/PR PSI No.: Location: Clarkrange, TN Water at Completion of Drilling: LS Information To Build On Date: 8/24/10 Not Encountered Driller: N VALUE (bpf) % M LL PI Qp CBR PID NV GPJ 9/10/10 CME-55

20 BORING LOG Project: Boring No.: Elevation (MSL) Clarkrange Business Park B-6 Boring Method: (feet) Total Hollow Stem Auger Sample 4.0' Elev: Drill Type: DESCRIPTION OF MATERIALS 4" TOPSOIL Gray Brown Lean CLAY with roots, sand and silt, moist, soft. (CL) Dark Yellow Brown Clayey SAND, moist, very dense. (SC) Boring Terminated at 4.0 Feet CME-550 N 4 50/PR PSI No.: Location: Driller: N VALUE (bpf) Clarkrange, TN LS Information To Build On Date: 8/24/10 Not Encountered % M LL PI Qp CBR PID NV GPJ 9/10/10 Water at Completion of Drilling:

21 BORING LOG Information To Build On Project: (MSL) Clarkrange Business Park Brown Lean CLAY with roots and sand, moist, soft. (CL) Yellow Brown to Gray Brown Clayey SAND with mineral deposits and roots, moist, very dense. (SC) Auger Refusal 5.0 Feet N 4 50/PR Driller: N VALUE (bpf) Clarkrange, TN Location: Boring No.: B-7 Total 5.0' Elev: Water at Completion of Drilling: Boring Method: Elevation (feet) Hollow Stem Auger Sample DESCRIPTION OF MATERIALS LS % M LL Date: 8/24/10 Not Encountered PI Qp CBR PID NV GPJ 9/10/10 Drill Type: CME-550 PSI No.:

22 BORING LOG Project: Boring No.: Elevation (MSL) Clarkrange Business Park B-8 Boring Method: (feet) Total Hollow Stem Auger Sample 5.0' Elev: Drill Type: DESCRIPTION OF MATERIALS 3" TOPSOIL Gray Brown Lean CLAY with roots, moist, very soft. (CL) dark Yellow Brown Clayey SAND, moist to wet, loose. (SC) No Recovery. Auger Refusal 5.0 Feet N 2 9 PSI No.: Location: Clarkrange, TN Water at Completion of Drilling: LS Information To Build On Date: 8/24/10 Not Encountered Driller: N VALUE (bpf) % M LL PI Qp CBR PID NV GPJ 9/10/10 CME-550

23 BORING LOG Information To Build On Project: (MSL) Clarkrange Business Park Dark Yellow Brown Lean CLAY with sand, silt and with roots to 2.0', moist, stiff to very stiff. (CL) No Recovery. Auger Refusal 6.5 Feet N Driller: N VALUE (bpf) Clarkrange, TN Location: Boring No.: B-9 Total 6.5' Elev: Water at Completion of Drilling: Boring Method: Elevation (feet) Hollow Stem Auger Sample DESCRIPTION OF MATERIALS LS % M LL Date: 8/24/10 Not Encountered PI Qp CBR PID NV GPJ 9/10/10 Drill Type: CME-550 PSI No.:

24 BORING LOG Project: Boring No.: Elevation (MSL) Clarkrange Business Park B10 Boring Method: (feet) Total Hollow Stem Auger Sample 4.0' Elev: DESCRIPTION OF MATERIALS 3" TOPSOIL Dark Yellow Brown to Gray Brown Lean CLAY with silt, trace sand and with roots to 2.0', moist, very soft. (CL) Auger Refusal 4.0 Feet N 2 50/PR PSI No.: Location: Clarkrange, TN LS Information To Build On Date: 8/24/10 Not Encountered Driller: N VALUE (bpf) % M LL PI Qp CBR PID NV GPJ 9/10/10 Drill Type: CME-550 Water at Completion of Drilling: