EEI PROJECT NUMBER 5891G-NC PREPARED FOR: HILCO LTD 1435 US HIGHWAY 285 N KINSTON, NC SUBMITTED BY: MATTHEW C. KIRCHNER, E.I.

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1 SUMMARY REPORT OF GEOTECHNICAL SUBSURFACE EXPLORATION AND ENGINEERING EVALUATION PROPOSED PINEY GROVE NURSING & REHABILIATION CENTER EXPANSION 728 PINEY GROVE RD KERNERSVILLE, NORTH CAROLINA EEI PROJECT NUMBER 5891G-NC PREPARED FOR: HILCO LTD 1435 US HIGHWAY 285 N KINSTON, NC SUBMITTED BY: MATTHEW C. KIRCHNER, E.I. PROJECT ENGINEER FRANK L GRAY III, P. E. PRINCIPAL NOVEMBER 16, 2016

2 November 16, 2016 Mr. Jon White HILCO LTD 1435 US Highway 285 N Kinston, NC SUMMARY REPORT OF GEOTECHNICAL SUBSURFACE EXPLORATION AND ENGINEERING EVALUATION PROPOSED PINEY GROVE NURSING & REHABILIATION CENTER EXPANSION 728 PINEY GROVE RD HERNERSVILLE, NORTH CAROLINA EEI PROJECT NUMBER 5891-G-NC Dear Mr. White, Please find enclosed our Geotechnical Site Investigation for the above referenced project. We have completed this project in accordance with our agreement and your authorization to proceed on this project. We sincerely appreciate the opportunity to be of service to you on this project and will make ourselves available to discuss any of the included results should you desire. As outlined in our proposal, the scope of services to be provided by Eagle Engineering, Inc. (EEI) included field explorations of the existing soil conditions in the subject area at the referenced site. The enclosed report describes our investigative procedures, presents the results of the investigation, and makes specific design and construction recommendations for the facility. We have enjoyed working with you on this subsurface geotechnical exploration and engineering evaluation and are prepared to provide quality control testing services. If you have any question concerning this report or if we can be of further assistance to you at any time, please contact us. Sincerely, Matthew C. Kirchner, E.I. Project Engineer Atlanta Frank L Gray III, P. E. Principal Charlotte P.O. Box 551 Alpharetta, GA Ph Fax A Van Buren Avenue Indian Trail, NC Ph Fax

3 PINEY GROVE EXPANSION 728 PINEY GROVE RD 5891G-NC KERNERSVILLE, NORTH CAROLINA NOVEMBER 16, 2016 TABLE OF CONTENTS EXECUTIVE SUMMARY...1 EXISTING SITE DESCRIPTION...1 AREA GEOLOGY...1 EXPLORATION PROCEDURE...2 FINDINGS...2 PROPOSED CONSTRUCTION...4 RECOMMENDATIONS...4 SITE PREPARATION...5 FOUNDATION DESIGN...7 FLOOR SLAB SUPPORT...7 SEISMIC SITE CLASS DEFINITIONS...7 DRAINAGE...8 EXCAVATION...8 PAGE NO. APPENDIX BORING LOCATION PLAN BORING LOGS NOMENCLATURE i

4 PINEY GROVE EXPANSION 728 PINEY GROVE RD 5891G-NC KERNERSVILLE, NORTH CAROLINA NOVEMBER 16, 2016 EXECUTIVE SUMMARY The enclosed subsurface exploration was completed in order to evaluate the existing site conditions as they relate to the installation of a proposed building expansion. A total of ten () soil test borings were completed within the area of the proposed building and parking area as shown on the Boring Location Plan. Test Boring B-1 through B-6 were attempted in the proposed building, B-7 within the propose storage building and the remaining test borings are within the proposed parking area. The subject property is an existing nursing and rehabilitation center located at 728 Piney Grove Rd, Kernersville, NC. The general results of our field exploration indicated a layer of topsoil or pavement system at each test boring underlain by soft to stiff fill soils. Residual soil was encountered below the fill soil in all test borings. Auger refusal was not encountered in any test. Groundwater was encountered in test borings B-1 and B-2 at depths between 12.0 to 13.0 feet bgs. Recommendations are to either 1) remove the non-structural fill soils and replace with properly compacted structural fill, 2) place the building foundation on a deep foundation system consisting of piles or piers along with a partial replacement of the existing fill soils with properly compacted structural fill for the parking/drive areas or, 3) extend the partial replacement of the existing fill soils with structural fill within the building envelope. For options 2 or 3 we would expect the depths of undercut for the drive/parking and building to be 3 and 6 feet respectively. The exposed base will require the placement of a high strength geosynthetic/stone envelope to stabilize the subgrade prior to the structural fill placement. EXISTING SITE DESCRIPTION The subject property is an existing nursing and rehabilitation center located at 728 Piney Grove Rd, Kernersville, NC. The location of the property is shown on the Boring Location Plan located in the appendix. Topographically the subject property has a maximum elevation of 993 MSL near the northwest corner of the subject site. The lowest elevation appears to be to the southeast corner of the parcel at approximate elevation 981 MSL. AREA GEOLOGY The project site is located in the Piedmont (Carolina Terrane) Physiographic Province of North Carolina. The area is characterized by broad, gently rolling interstream areas and steeper slope along drainage ways. No prominent hills stand out above the generally level uplands. 1

5 PINEY GROVE EXPANSION 728 PINEY GROVE RD 5891G-NC KERNERSVILLE, NORTH CAROLINA NOVEMBER 16, 2016 Rocks of the Piedmont of the Southeastern United States occur in belts that conform to the regional northeastern trend of major structural features. These belts are delineated on the basis of kinds of rock, grade of metamorphism, and structure. These differences are commonly manifested in topographic differences among the belts. The subdivision of the Piedmont into belts is a useful generalization when discussing large areas, although exact boundaries may be impossible to draw. The Piedmont Physiographic Province is underlain by a complex of igneous and metamorphic rocks. Underlying bedrock of Piedmont Physiographic Province may be overlain by mantle of weathered rock. EXPLORATION PROCEDURE During this Phase of the development, ten () soil test borings were drilled at the site of the proposed development at the approximate locations shown on the attached Test Boring Location Plan. The borings were drilled to an attempted depth between to 20 feet below ground surface (bgs). Test Boring B-1 through B-6 were attempted in the proposed building expansion, B-6 within the propose outbuilding and the remaining test boring are within the proposed parking area. The soil test borings were made by mechanically twisting a continuous-flight steel auger into the soil. Standard Penetration Tests were performed at designated intervals in the soil test borings in accordance with ASTM D 1586 to provide a guide for estimating soil strength. In conjunction with the penetration testing, split-spoon soil samples were recovered for visual soil classification. Water level measurements were taken after the borings were drilled. The test boring records show detailed soil descriptions and stratifications, consistency evaluations, standard penetration resistances (N), boring termination depths, and groundwater conditions at each boring location. FINDINGS The general results of our field exploration indicated a layer of topsoil or pavement system at each test boring underlain by soft to stiff fill soils. Residual soil was encountered below the fill soil in all test borings. Auger refusal was not encountered in any test. Groundwater was encountered in test borings B-1 and B-2 at depths between 12.0 to 13.0 feet bgs. A more detailed description of the subsurface conditions encountered at the borings is provided below and on the Test Boring Logs enclosed in the Appendix. The following general soil strata are present at the Test Borings: 2

6 PINEY GROVE EXPANSION 728 PINEY GROVE RD 5891G-NC KERNERSVILLE, NORTH CAROLINA NOVEMBER 16, Topsoil 0.2 to 0.3 feet thick is present at the ground surface of all test borings except B-2 to B A pavement system consisting of an asphalt layer underlain by stone base was encountered at the surface of test boring B-2 to B-5. The pavement thickness varied from 7 to 8 inches in total depth. 3. Fill soils were encountered in all test borings, to depths of 1.0 to 3.5 feet below the ground surface (bgs). The fill soils were primarily SANDY SILTS with varying N-values ranging from 3 to 14 blows per foot (bpf). The low blow count fill soils (<8 bpf) should be considered nonstructural and require removal and reworking to meet the classification of structural fill listed below. An exception to above is B-1, B-2 and B- where no fill soils are encountered. 4. Weathered in place or residual soils of the Piedmont Physiographic province extend below the fill layer within all test borings to boring termination depths from to 20 feet bgs. Residual soil is defined as the product of bedrock weathered in-place in the bedrock original location. Texturally, these soils are primarily CLAYEY SANDY SILTS. Majority of the soil consistency (relative density in the case for sands) as measured by Standard Penetration Resistance (N) ranges from soft to very stiff with corresponding N values of 3 to 20 bpf. The low blow count residual soils (<8 bpf) should be considered nonstructural and require removal and reworking to meet the classification of structural fill listed below. 5. Partially weathered rock was not encountered in any of the test boring. 6. Auger refusal was not encountered in any of the test. Auger refusal rock may be more present than Test borings have indicated. 7. Groundwater was encountered in test borings B-1 and B-2 at depths between 12 to 13 feet bgs. Groundwater levels tend to fluctuate 3 to 5 feet with seasonal moisture variations and are generally highest in the late winter and early spring. During and after wet periods groundwater may become trapped near the ground surface and from an apparent shallow water table. This trapped water will eventually migrate to the deeper true groundwater table. 3

7 PINEY GROVE EXPANSION 728 PINEY GROVE RD 5891G-NC KERNERSVILLE, NORTH CAROLINA NOVEMBER 16, 2016 PROPOSED CONSTRUCTION The proposed structure is projected to be a expansion of the existing nursing and rehabilitation center. The structure is proposed with concrete masonry unit walls/stone or brick façade and a steel frame. The proposed building is projected to have a required soil bearing pressure loading of 2,000 psf. It is projected the building floor slab will be grade supported without a basement. Floor loads are projected to be 50 to 150 psf. Cuts and fills, as we understand it, will be minimal over the present site grades. RECOMMENDATIONS The recommendations presented in this report for overall site development and typical foundation support are best suited for the proposed construction and existing soil conditions. These recommendations are made as a guide for the design engineer based on our experience with similar soils under similar loading conditions. If conditions are encountered during the construction, or the building type and/or location should differ from those presented in this report, Eagle Engineering, Inc. should be notified immediately so that the conditions can be evaluated and recommendations modified as required. The non-structural fill soils encountered within the Test Borings present risks due to the possibility of insufficient shear strength or deleterious inclusions. The test results seem to indicate variable to no compactive effort during placement of these materials. Standard Penetrations Resistances (N-values) ranging from 2 to 13 bpf was observed in the fill soils tested. Further, the possibility of deleterious inclusions under or within the existing fill cannot be ruled out. Fill soils with no documented testing are generally not considered structural in nature and should not be used to support the proposed structures. The residual soils encountered at the test borings generally exhibit sufficient shear strength at depths greater than 18.5 feet bgs. In our opinion various options are available for overall site development. We are presenting 3 possible options for overall site development varying from low risk to high risk of future settlement. Option 1: Remove the existing fill soils and replace with properly compacted structural fill. Based on the depths of the existing fill we believe this option while presenting the least risk of 4

8 PINEY GROVE EXPANSION 728 PINEY GROVE RD 5891G-NC KERNERSVILLE, NORTH CAROLINA NOVEMBER 16, 2016 future settlement may be the most costly and difficult with the site property constraints. Option 2: Partial undercut and replacement of the fill soils with properly compacted structural fill within the parking lot and install a deep foundation system within the building envelope. The deep foundations can include piles, piers, micro piles, etc., the specific pile type is beyond the scope of this document and should be discussed in greater detail after review of the document. Note that this option will not remove the risk of some isolated settlement within the parking system and possibly the need for future maintenance of the paved areas. At a minimum, we would recommend removal of at least 3 feet of the non-structural fill soils below the pavement system and replacement with properly compacted structural fill. Note that the interface between the exposed undercut subgrade may require the use of a high strength geotextile and stone backfill in order to stabilize the surface for structural fill placement. Option 3: This option will present the greatest risk for future settlement but may be the most cost effective. Option 3 would still require the work from Option 2 above, however the pile system would be replaced with undercut and replacement of the fill soils with properly compacted structural fill to a depth of 5 feet below the foundation system. We expect that the high strength geotextile and stone envelope may also be required for this option. In all cases, the undercut process should be continuously monitored by an EEI senior engineering technician under the direction of a licensed Professional Engineer. Further, due to the size and depth of the excavations, special care must be taken to ensure the stability of the excavations and the safety of the workers excavating the hole and performing testing. If existing buildings or structures are located adjacent to the excavations, special considerations may be necessary to ensure the stability of the existing foundations. SITE PREPARATION Eagle Engineering, Inc. recommends the following procedures for site preparation: 1. Existing plans of the construction area should be reviewed and the site should be inspected to locate existing underground utilities, such as electrical and telephone cables, which may serve the existing adjacent structures. If such utilities are found in the proposed construction area, they should be removed, relocated, or protected. 2. Any fill soil or debris encountered during the grading process should be undercut in accordance with the above recommendations. The undercut surface should be inspected utilizing hand auger borings and dynamic cone penetrometer testing. If the testing indicates sufficient strengths, begin the backfill process as recommended above. 5

9 PINEY GROVE EXPANSION 728 PINEY GROVE RD 5891G-NC KERNERSVILLE, NORTH CAROLINA NOVEMBER 16, The stripped and undercut surface should be proofrolled with a heavily loaded, pneumatic-tired vehicle such as a rubber-tired roller, fully loaded dump truck or pan. This vehicle should have a minimum static weight of 20 tons and should be operated at a speed approximating that of a slow walk (one to two miles per hour). 4. The proof roller should make at least four passes over the site with the last two passes perpendicular to the first two. Any areas which wave or deflect excessively and continue to do so after several passes of the proof roller should be undercut to firm soils and backfilled with new structural fill (see Structural Fill). 5. The working area should be protected so that surface runoff will drain away from the construction locations by gravity. Preparation of the existing surface in this manner will minimize the possibility of a reduction in the soil bearing capacity due to saturation from standing water. 6. For fill areas, an approved fill material should be placed in thin, nearly horizontal lifts (lift thickness depends on type of compaction equipment, but generally lifts of 8 inches are recommended). The lifts should be compacted mechanically with construction equipment such as a vibratory sheepsfoot roller. The fill soil should be compacted as structural fill (see Structural Fill). 7. For fill areas, an approved fill material should be placed in thin, nearly horizontal lifts (lift thickness depends on type of compaction equipment, but generally lifts of 8 inches loose measurements are recommended). The lifts should be compacted mechanically with construction equipment such as a vibratory sheepsfoot roller. The fill soil should be compacted as structural fill (see Structural Fill). An Eagle Engineering, Inc. engineering technician, working under engineering review, should be on-site full time during undercutting operations to verify proper bearing capacity at each location. Further, if the owner elects to backfill with crushed stone, the engineering technician should be on-site to take adequate density tests throughout fill placement operations to verify that the specified compaction is being achieved. It is particularly important that this be accomplished during the initial stages of the filling operation so that adjustments in the compactive effort, number of passes, or compaction equipment used can be made early in the fill program. STRUCTURAL FILL Structural fill, at ±2% of optimum moisture, should be compacted to at least 0% of the Standard Proctor (ASTM D-698) maximum dry density due to the required bearing pressures for this project. This fill should extend 5 feet horizontally beyond the footing foundations and paved 6

10 PINEY GROVE EXPANSION 728 PINEY GROVE RD 5891G-NC KERNERSVILLE, NORTH CAROLINA NOVEMBER 16, 2016 areas and extend downward on a maximum 2 horizontal to 1 vertical slope. The structural fill soil must be a non-organic soil with a minimum dry weight of 90 pcf with a USCS classification of SC, SM, GC, GM, or ML. Plastic clay should not be used as structural fill. FOUNDATION DESIGN Depending on the option for site development, the proposed structure may be supported on piles or spread footings assuming the recommendations outlined above are followed. A 2000 psf design soil bearing pressure can be used to size footing foundations for spread footings. This applies to foundations supported at least 1 foot into stiff residual soil or new structural fill compacted to at least 95% of the Standard Proctor (ASTM D-698) maximum dry density. An EEI Project Manager or Senior Engineering Technician, working under an Engineer s supervision, should inspect the bearing surfaces of the footing excavations. This inspection is recommended to verify that the footing is cleaned and bearing on undisturbed new structural fill or residual soil or to define those areas where materials of variable bearing soils are encountered. FLOOR SLAB SUPPORT The floor slab will support relatively light loads of 50 to 0 psf. This floor slab will perform satisfactorily when supported on structural fill soil or stiff residual soil if the site preparations are implemented. The floor slab should be designed based upon a recommended sub-grade soil modulus of 0 pci for compacted grade level site soils. The floor slab should be jointed and constructed separate from the wall partitions and foundations so that the structural frame and floor will move independently of each other. Furthermore, a vapor barrier should be placed between the concrete slab and the underlying coarse aggregate (See Drainage section). Structural interior partitions may be supported on thickened floor slabs where plastic clay was removed or in non-plastic clay areas. SEISMIC SITE CLASS DEFINITIONS Eagle Engineering, Inc. has assigned a seismic site classification of D according to the 2011 International Building code section The average properties in the top 0 feet have been calculated with an average standard penetration resistance, N < 50 blows per foot. 7

11 PINEY GROVE EXPANSION 728 PINEY GROVE RD 5891G-NC KERNERSVILLE, NORTH CAROLINA NOVEMBER 16, 2016 DRAINAGE Since groundwater is not present at the Test borings within a depth of the projected cuts, a drain is not required beneath the ground floor slab to continuously remove groundwater. A vapor barrier consisting of a minimum 6-mil plastic sheet is recommended beneath the floor slab. EXCAVATION Due to the consistencies of the soils encountered at the site, we do not anticipate any difficulties may be encountered when excavating for the approach slabs or foundations. Based on the data obtained in the soil test borings, we anticipate that groundwater control problems will not be encountered during the construction operations. 8

12 PINEY GROVE EXPANSION 728 PINEY GROVE RD 5891G-NC KERNERSVILLE, NORTH CAROLINA NOVEMBER 16, 2016 LIMITATION AND WARRANTIES This report has been prepared in accordance with generally accepted geotechnical engineering practice for the exclusive use of HILCO LTD. No other warranty, expressed or implied, is made. Our recommendations are based on the design information furnished to us, the data obtained in the field-testing program, and our experience with soils in this geographic area. The Recommendations given in this summary report are based on the assumption that the existing subsurface conditions at this site do not vary substantially from those indicated by the Test borings. These Recommendations are subject to review of the design plans and specifications at which time we reserve the right to make revisions. In addition, these Recommendations are based on competent field engineering, inspection and testing during construction. This Opinion Letter may be relied upon by you only in connection with and for the purposes set forth herein and may not be used or relied upon by any other person, firm, or entity for any purpose whatsoever than in connection with regulatory requirements or in response to a court order without, in each instance, the written consent of the signed. Eagle Engineering, Inc. is not responsible for the independent conclusions, opinions, or recommendations made by others based on the field exploration, sampling, and laboratory analyses presented in this report. 9

13 APPENDIX

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15 PAGE 1 of 1 This information pertains only to this boring and should not be interpreted as being indicitive of the site. BORING LOG PROJECT: Piney Grove Nursing and Rehab PROJECT NO.: 5891G-NC BORING NO. B-1 CLIENT: HILCO LTD DATE: 11/09/2016 LOCATION: See Boring Layout ELEVATION: DRILLER: Ameridrill LOGGED BY: Ameridrill DRILLING METHOD: 2-1/4" Hollow Stem Auger DEPTH TO - WATER> INITIAL: 12.0' AFTER 24 HOURS: N/A CAVING> 14.0' File: 5891G-NC_Piney Grove Nursing and Rehab Date Printed: 11/15/2016 ELEVATION (relative) DEPTH (feet) SOIL DESCRIPTION Topsoil RESIDUAL: Stiff Brown Yellow Grey Slightly CLAYEY SANDY SILT Stiff Brown Yellow Grey Micaceous Fine SANDY SILT Firm Brown Yellow Grey Micaceous Fine SANDY SILT Stiff Light Red Brown White SANDY SILT with Rock Fragments Boring Terminated at 20.0' SAMPLE NAT. MOIST % GROUNDWATER LIQUID LIMIT PLASTICITY INDEX % PASSING No PENETRATION RESISTANCE (BLOWS PER FOOT)

16 PAGE 1 of 1 This information pertains only to this boring and should not be interpreted as being indicitive of the site. BORING LOG PROJECT: Piney Grove Nursing and Rehab PROJECT NO.: 5891G-NC BORING NO. B-2 CLIENT: HILCO LTD DATE: 11/09/2016 LOCATION: See Boring Layout ELEVATION: DRILLER: Ameridrill LOGGED BY: Ameridrill DRILLING METHOD: 2-1/4" Hollow Stem Auger DEPTH TO - WATER> INITIAL: 13.0' AFTER 24 HOURS: N/A CAVING> 13.6' File: 5891G-NC_Piney Grove Nursing and Rehab Date Printed: 11/15/2016 ELEVATION (relative) DEPTH (feet) SOIL DESCRIPTION Asphalt Graded Aggregate Base Course RESIDUAL: Stiff Red Brown Grey Slightly CLAYEY SANDY SILT Stiff Red Brown Grey WHite Slightly CLAYEY SANDY SILT Soft Yellow Brown Grey Micaceous Fine SANDY SILT Very Stiff Yellow Red Brown Black SANDY SILT with Rock Fragments Very Stiff Yellow Red Brown Black SANDY SILT with Rock Fragments Boring Terminated at 20.0' SAMPLE NAT. MOIST % GROUNDWATER LIQUID LIMIT PLASTICITY INDEX % PASSING No PENETRATION RESISTANCE (BLOWS PER FOOT)

17 PAGE 1 of 1 This information pertains only to this boring and should not be interpreted as being indicitive of the site. BORING LOG PROJECT: Piney Grove Nursing and Rehab PROJECT NO.: 5891G-NC BORING NO. B-3 CLIENT: HILCO LTD DATE: 11/09/2016 LOCATION: See Boring Layout ELEVATION: DRILLER: Ameridrill LOGGED BY: Ameridrill DRILLING METHOD: 2-1/4" Hollow Stem Auger DEPTH TO - WATER> INITIAL: DRY AFTER 24 HOURS: N/A CAVING> 9.7' File: 5891G-NC_Piney Grove Nursing and Rehab Date Printed: 11/15/2016 ELEVATION (relative) DEPTH (feet) SOIL DESCRIPTION Asphalt Graded Aggregate Base Course FILL: Firm Olive Grey Slightly SANDY SILT Soft Olive Grey Slightly SANDY SILT RESIDUAL: Stiff Light Brown Yellow Grey SLightly CLAYEY SANDY SILT Stiff Olive Yellow Brown Micaceous Fine SANDY SILT Boring Terminated at 15.0' SAMPLE NAT. MOIST % GROUNDWATER LIQUID LIMIT PLASTICITY INDEX % PASSING No PENETRATION RESISTANCE (BLOWS PER FOOT)

18 PAGE 1 of 1 This information pertains only to this boring and should not be interpreted as being indicitive of the site. BORING LOG PROJECT: Piney Grove Nursing and Rehab PROJECT NO.: 5891G-NC BORING NO. B-4 CLIENT: HILCO LTD DATE: 11/09/2016 LOCATION: See Boring Layout ELEVATION: Asphalt Graded Aggregate Base Course FILL: Firm Olive Grey SANDY SILT Soft Olive Grey SANDY SILT DRILLER: Ameridrill LOGGED BY: Ameridrill DRILLING METHOD: 2-1/4" Hollow Stem Auger DEPTH TO - WATER> INITIAL: DRY AFTER 24 HOURS: N/A CAVING> 9.4' File: 5891G-NC_Piney Grove Nursing and Rehab Date Printed: 11/15/2016 ELEVATION (relative) DEPTH (feet) SOIL DESCRIPTION RESIDUAL: Firm Light Brown Grey Slightly CLAYEY SANDY SILT Stiff Light Brown Grey Slightly CLAYEY SANDY SILT Firm Yellow Brown Grey SLightly CLAYEY SANDY SILT Boring Terminated at 15.0' SAMPLE NAT. MOIST % GROUNDWATER LIQUID LIMIT PLASTICITY INDEX % PASSING No PENETRATION RESISTANCE (BLOWS PER FOOT)

19 PAGE 1 of 1 This information pertains only to this boring and should not be interpreted as being indicitive of the site. BORING LOG PROJECT: Piney Grove Nursing and Rehab PROJECT NO.: 5891G-NC BORING NO. B-5 CLIENT: HILCO LTD DATE: 11/09/2016 LOCATION: See Boring Layout ELEVATION: Asphalt Graded Aggregate Base Course FILL: Stiff Olive Grey Brown Slightly CLAYEY SANDY SILT RESIDUAL: Stiff Red Yellow Brown Slightly CLAYEY SANDY SILT Firm Red Yellow Brown Slightly CLAYEY SANDY SILT Stiff Red Yellow Brown Slightly CLAYEY SANDY SILT Stiff Olive Brown Red Fine SANDY SILT Boring Terminated at 15.0' DRILLER: Ameridrill LOGGED BY: Ameridrill DRILLING METHOD: 2-1/4" Hollow Stem Auger DEPTH TO - WATER> INITIAL: DRY AFTER 24 HOURS: N/A CAVING>.1' File: 5891G-NC_Piney Grove Nursing and Rehab Date Printed: 11/15/2016 ELEVATION (relative) DEPTH (feet) SOIL DESCRIPTION SAMPLE NAT. MOIST % GROUNDWATER LIQUID LIMIT PLASTICITY INDEX % PASSING No PENETRATION RESISTANCE (BLOWS PER FOOT)

20 PAGE 1 of 1 This information pertains only to this boring and should not be interpreted as being indicitive of the site. BORING LOG PROJECT: Piney Grove Nursing and Rehab PROJECT NO.: 5891G-NC BORING NO. B-6 CLIENT: HILCO LTD DATE: 11/09/2016 LOCATION: See Boring Layout ELEVATION: Topsoil FILL: Stiff Dark Brown Grey Slightly CLAYEY SANDY SILT RESIDUAL: Stiff Red Yellow Brown Slightly CLAYEY SANDY SILT Firm Yellow Red Fine SANDY SILT Stiff Yellow Brown Grey Fine SANDY SILT Boring Terminated at 15.0' DRILLER: Ameridrill LOGGED BY: Ameridrill DRILLING METHOD: 2-1/4" Hollow Stem Auger DEPTH TO - WATER> INITIAL: DRY AFTER 24 HOURS: N/A CAVING> 9.6' File: 5891G-NC_Piney Grove Nursing and Rehab Date Printed: 11/15/2016 ELEVATION (relative) DEPTH (feet) SOIL DESCRIPTION SAMPLE NAT. MOIST % GROUNDWATER LIQUID LIMIT PLASTICITY INDEX % PASSING No PENETRATION RESISTANCE (BLOWS PER FOOT)

21 PAGE 1 of 1 This information pertains only to this boring and should not be interpreted as being indicitive of the site. BORING LOG PROJECT: Piney Grove Nursing and Rehab PROJECT NO.: 5891G-NC BORING NO. B-7 CLIENT: HILCO LTD DATE: 11/09/2016 LOCATION: See Boring Layout ELEVATION: DRILLER: Ameridrill LOGGED BY: Ameridrill DRILLING METHOD: 2-1/4" Hollow Stem Auger DEPTH TO - WATER> INITIAL: DRY AFTER 24 HOURS: N/A CAVING>.0' File: 5891G-NC_Piney Grove Nursing and Rehab Date Printed: 11/15/2016 ELEVATION (relative) DEPTH (feet) SOIL DESCRIPTION Topsoil FILL: Stiff Red Brown Micaceous SANDY CLAYEY SILT RESIDUAL: Very Stiff Yellow Brown Micaceous SANDY SILT Stiff Yellow Brown Micaceous SANDY SILT Very Stiff Very Pale Yellow Brown White SANDY SILT with Rock Fragments Boring Terminated at 15.0' SAMPLE NAT. MOIST % GROUNDWATER LIQUID LIMIT PLASTICITY INDEX % PASSING No PENETRATION RESISTANCE (BLOWS PER FOOT)

22 PAGE 1 of 1 This information pertains only to this boring and should not be interpreted as being indicitive of the site. BORING LOG PROJECT: Piney Grove Nursing and Rehab PROJECT NO.: 5891G-NC BORING NO. B-8 CLIENT: HILCO LTD DATE: 11/09/2016 LOCATION: See Boring Layout ELEVATION: DRILLER: Ameridrill LOGGED BY: Ameridrill DRILLING METHOD: 2-1/4" Hollow Stem Auger DEPTH TO - WATER> INITIAL: DRY AFTER 24 HOURS: N/A CAVING> 6.0' File: 5891G-NC_Piney Grove Nursing and Rehab Date Printed: 11/15/2016 ELEVATION (relative) DEPTH (feet) SOIL DESCRIPTION Topsoil FILL: Stiff Red Brown Micaceous SANDY SILT RESIDUAL: Stiff Red Brown SANDY SILT Firm Red Brown White Micaceous SANDY SILT Boring Terminated at.0' SAMPLE NAT. MOIST % GROUNDWATER LIQUID LIMIT PLASTICITY INDEX % PASSING No PENETRATION RESISTANCE (BLOWS PER FOOT)

23 PAGE 1 of 1 This information pertains only to this boring and should not be interpreted as being indicitive of the site. BORING LOG PROJECT: Piney Grove Nursing and Rehab PROJECT NO.: 5891G-NC BORING NO. B-9 CLIENT: HILCO LTD DATE: 11/09/2016 LOCATION: See Boring Layout ELEVATION: DRILLER: Ameridrill LOGGED BY: Ameridrill DRILLING METHOD: 2-1/4" Hollow Stem Auger DEPTH TO - WATER> INITIAL: DRY AFTER 24 HOURS: N/A CAVING> 6.4' File: 5891G-NC_Piney Grove Nursing and Rehab Date Printed: 11/15/2016 ELEVATION (relative) DEPTH (feet) SOIL DESCRIPTION Topsoil FILL: Firm Dark Grey Brown Micaceous SANDY SILT RESIDUAL: Stiff Red Yellow White Brown Slightly CLAYEY SANDY SILT Very Stiff Red Yellow White Brown Slightly CLAYEY SANDY SILT Boring Terminated at.0' SAMPLE NAT. MOIST % GROUNDWATER LIQUID LIMIT PLASTICITY INDEX % PASSING No PENETRATION RESISTANCE (BLOWS PER FOOT)

24 PAGE 1 of 1 This information pertains only to this boring and should not be interpreted as being indicitive of the site. BORING LOG PROJECT: Piney Grove Nursing and Rehab PROJECT NO.: 5891G-NC BORING NO. B- CLIENT: HILCO LTD DATE: 11/09/2016 LOCATION: See Boring Layout ELEVATION: DRILLER: Ameridrill LOGGED BY: Ameridrill DRILLING METHOD: 2-1/4" Hollow Stem Auger DEPTH TO - WATER> INITIAL: DRY AFTER 24 HOURS: N/A CAVING> 6.3' File: 5891G-NC_Piney Grove Nursing and Rehab Date Printed: 11/15/2016 ELEVATION (relative) DEPTH (feet) SOIL DESCRIPTION Topsoil RESIDUAL: Stiff Red Brown Slightly SANDY CLAYE SILT Very Stiff Red Brown Slightly SANDY CLAYEY SILT Stiff Yellow Red Brown Micaceous SANDY SILT Stiff Brown Yellow Micaceous Fine SANDY SILT Boring Terminated at.0' SAMPLE NAT. MOIST % GROUNDWATER LIQUID LIMIT PLASTICITY INDEX % PASSING No PENETRATION RESISTANCE (BLOWS PER FOOT)

25 NOMENCLATURE AND SYMBOLS UNDISTURBED SAMPLE (UD recovered) UNDISTURBED SAMPLE (UD not recovered) STANDARD PENETRATION RESISTANCE (ASTM-D ) 0/2 Number of blows (0) to drive the spoon a number of inches (2 ) AX,BX,NX Core barrel sizes (1 1/8, 1 5/8, 2 1/8 diameter) 65% Percentage of rock core recovered RQD ROCK QUALITY DESIGNATION of core segments > 4 long Water Table at least 24 hours after drilling Water Table one hour or less after drilling Loss of Drilling Water PENETRATION RESISTANCE RESULTS NO. OF BLOWS, N APPROXIMATE RELATIVE DENSITY 0 4 VERY LOOSE SANDS 5 LOOSE FIRM VERY FIRM DENSE OVER 50 VERY DENSE SILTS & CLAYS APPROXIMATE CONSISTENCY 0 1 VERY SOFT 2 4 SOFT 5 8 FIRM 9 15 STIFF VERY STIFF HARD OVER 50 VERY HARD DRILLING PROCEDURES Soil sampling and standard penetration testing performed in accordance with ASTM-D The standard penetration resistance is the number of blows of a 140 pound hammer falling 30 inches to drive a 2 inch OD, 1.4 inch LD Split Spoon Sampler one foot. Core drilling is completed in accordance with ASTM D T. The undisturbed sampling is completed in accordance with ASTM D