Geotechnical Engineering Report

Transcription

1 Geotechnical Engineering Report Proposed Abbington Crossing Apartments 119 Lipscomb Road Wilson, North Carolina March 18, 2016 Project No Prepared for: Rea Ventures Group, LLC Atlanta, Georgia Prepared by: Terracon Consultants, Inc. Winterville, North Carolina

2 March 18, 2016 Rea Ventures Group, LLC 2964 Peachtree Road Suite 640 Atlanta, Georgia 3030 Attn: Re: Mr. Trey Coogle Geotechnical Engineering Report Proposed Abbington Crossing Apartments 119 Lipscomb Road Wilson, North Carolina Terracon Project No Dear Mr. Coogle: Terracon Consultants, Inc. (Terracon) has completed the geotechnical engineering services for the above referenced project. This study was performed in general accordance with our proposal P , dated January 29, This report presents the findings of the subsurface exploration and provides geotechnical recommendations concerning earthwork and the design and construction of foundations, floor slabs, and pavements for the proposed apartments. We appreciate the opportunity to be of service to you on this project. Materials testing services are provided by Terracon. We would be pleased to discuss these services with you. If you have any questions concerning this report, or if we may be of further service, please contact us. Sincerely, Terracon Consultants, Inc. Andrew J. Gliniak, P.E. Geotechnical Project Engineer Registered NC Carl F. Bonner, P.E. Office Manager / Principal Enclosures Reviewed By: Barney C. Hale, PE Terracon Consultants, Inc. 314 Beacon Drive Winterville, North Carolina 2890 P [22] F [22] Terracon.com NC Registration Number F Terracon Consultants, Inc. 314 Beacon Drive Winterville, North Carolina 2890 P [22] F [22] Terracon.com NC Registration Number F -0869

3 Geotechnical Engineering Report Proposed Abbington Crossing Apartments Wilson, North Carolina March 18, 2016 Terracon Project No TABLE OF CONTENTS Page EXECUTIVE SUMMARY... i INTRODUCTION... 1 PROJECT INFORMATION Project Description Site Location and Description... 2 SUBSURFACE CONDITIONS Site Geology Typical Profile Groundwater... 3 RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION Geotechnical Considerations Earthwork... 4 Compaction Requirements... 6 Grading and Drainage... 6 Construction Considerations Foundation Recommendations... 7 Shallow Foundations... 7 Construction Considerations Seismic Considerations Floor Slabs Pavements... 9 GENERAL COMMENTS APPENDIX A FIELD EXPLORATION Exhibit A-1 Site Location Plan Exhibit A-2 Boring Location Plan Exhibit A-3 Field Exploration Description Exhibits A-4 and A-22 Boring Logs APPENDIX B LABORATORY TESTING Exhibits B-1 Laboratory Test Description Exhibits B-2 thru B-4 Laboratory Test Data APPENDIX C SUPPORTING DOCUMENTS Exhibit C-1 General Notes Exhibit C-2 Unified Soil Classification System Responsive Resourceful Reliable

4 Geotechnical Engineering Report Proposed Abbington Crossing Apartments Wilson, North Carolina March 18, 2016 Terracon Project No EXECUTIVE SUMMARY The following items represent a brief summary of the findings of our subsurface exploration and recommendations for the proposed apartments to be located at 119 Lipscomb Road in Wilson, North Carolina. A total of 19 borings were advanced from to 2 below the existing ground surface. The borings encountered soft to stiff clay and very loose to medium dense sand near the surface and underlain by denser sands and stiffer clay. Some of the borings encountered very loose sand and soft clay near the surface. The surface soils were moisture sensitive. After stripping topsoil, the exposed subgrade soils in the drive lanes, building, and parking lot footprints should be densified in place using a medium weight vibratory roller. Very loose sands in the northern portion of the site could be improved by vibratory rolling during warmer periods of the year. Overexcavation and replacement to a depth of about 3 feet could be required if the subgrade is not improved. Performing earthwork operations during warmer periods of the year (May through October) will reduce the potential with wet unstable subgrades. The proposed buildings can be supported on shallow foundations sized for a net allowable bearing pressure of 2,000 pounds per square foot. The floors can be designed as a slabon-grade. The SHWT observed in the hand augered borings at the proposed BMP were about 2 to 2. feet below the existing ground surface. We recommend Terracon be retained to observe and test the foundation bearing materials as well as other construction materials at the site. This summary should be used in conjunction with the entire report for design purposes. 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 COMMENTS should be read for an understanding of report limitations. Responsive Resourceful Reliable i

5 GEOTECHNICAL ENGINEERING REPORT PROPOSED ABBINGTON CROSSING APARTMENTS 119 LIPSCOMB ROAD WILSON, NORTH CAROLINA Terracon Project No March 18, 2016 INTRODUCTION We have completed the geotechnical engineering report for the proposed apartments to be located at 119 Lipscomb Road in Wilson, North Carolina. A total of 19 borings were advanced from to 2 below the existing ground surface. Logs of the borings along with a site location plan and a boring location plan are included in Appendix A of this report. The purpose of these services is to provide information and geotechnical engineering recommendations relative to: Subsurface soil conditions Floor slab design and construction Groundwater conditions Foundation recommendations Earthwork Seismic considerations Pavements PROJECT INFORMATION 2.1 Project Description ITEM Site Location Site layout DESCRIPTION See Appendix A, Exhibit A-1, Site Location Plan See Appendix A, Exhibit A-2, Boring Location Plan Site GPS Latitude: Longitude: Structure Building Construction The project includes seven, 3-story residential apartment buildings with a single story community building. The residential building footprints will be approximately 13,000 square feet. Associated with the project are paved parking lots and driveways. Construction for each structure will likely consist of wood framed walls and roofs, with shallow foundations and concrete slabs-on-grade. Responsive Resourceful Reliable 1

6 Geotechnical Engineering Report Proposed Abbington Crossing Apartments Wilson, North Carolina March 18, 2016 Terracon Project No ITEM Maximum loads Finished Floor Elevation Grading Walls: 3 kips / lf (assumed) Slabs: 40 to 60 psf (assumed) Ranges from 122 feet 130 feet. DESCRIPTION Based on the preliminary grading plan, maximum cut and fill depths are on the order of 3 feet. 2.2 Site Location and Description ITEM Location Existing improvements Current ground cover Existing topography DESCRIPTION The proposed apartments will be located at 119 Lipscomb Road in Wilson, NC. Undeveloped. Mostly wooded. The site generally slopes downward from near the center, with elevations ranging from approximately 131 feet to 126 feet in the southern portion of the site and from 131 to 107 feet in the northern portion of the site. SUBSURFACE CONDITIONS 3.1 Site Geology The subject site is located in the Coastal Plain Physiographic Province. The Coastal Plain soils consist mainly of marine sediments that were deposited during successive periods of fluctuating sea level and moving shoreline. The soils include sands, silts, and clays with irregular deposits of shells, which are typical of those lain down in a shallow sloping sea bottom. Recent alluvial sands, silts, and clays are typically present near rivers and creeks. According USGS Mineral Resources On-Line Spatial Data based on the 1998 digital equivalent of the official State Geology Map and 198 Geologic Map of North Carolina, the site is mapped within the Yorktown and Duplin Formation, Undivided. Responsive Resourceful Reliable 2

7 Geotechnical Engineering Report Proposed Abbington Crossing Apartments Wilson, North Carolina March 18, 2016 Terracon Project No Typical Profile Based on the results of the borings, subsurface conditions on the project site can be generalized as shown on the following table: Description Approximate Depth to Bottom of Stratum (feet) Material Encountered Consistency/Density Stratum 1 0. to 1 Topsoil NA Stratum 2 3 to Lean Clay (CL), Clayey Sand (SC), Silty Sand (SM) Stratum 3 13 Lean Clay (CL), Clayey Sand (SC) Stratum 4 Boring Termination 2 Lean Clay (CL), Fat Clay (CH), Silty Sand (SM), Clayey Sand (SC), Silty Clayey Sand (SC-SM), Poorly Graded Sand (SP) Soft to Stiff / Very Loose to Medium Dense Medium Stiff to Stiff/ Loose to Medium Dense Soft to Stiff/ Loose to Medium Dense Laboratory tests for moisture content, Atterberg limits, and grain size were conducted on selected soil samples. The test results are presented in the Appendix B of this report. For a comprehensive description of the conditions encountered in the borings, refer to the boring logs in Appendix A of this report. 3.3 Groundwater Hollow stem auger drilling techniques were used to advance the borings. The groundwater levels during drilling were measured at approximate depths of 4 to 8 feet. The groundwater in the northern portion of the site where existing grades are lower has a depths of about 4 feet, the remainder of the site encountered groundwater at a depth of about 8 feet. The moisture condition of the soil samples supports this groundwater level. The groundwater level can change due to the seasonal variations in the amount of rainfall, runoff and other factors not evident at the time the borings were performed. The possibility of groundwater level fluctuations should be considered when developing the design and construction plans for the project. The SHWT observed in the hand augered borings at the proposed BMP were about 2 to 2. feet below the ground surface. Responsive Resourceful Reliable 3

8 Geotechnical Engineering Report Proposed Abbington Crossing Apartments Wilson, North Carolina March 18, 2016 Terracon Project No RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION 4.1 Geotechnical Considerations The borings encountered soft to stiff clay and very loose to medium dense sand at the surface underlain by denser sands and stiffer clay. The borings on the northern portion of the site mainly encountered very loose sand to a depth of about 3 feet. The site could be developed on conventional shallow foundations after improving the near surface soils, especially the very loose sands in the northern portion of the site. After stripping, the exposed subgrade soils in the building and pavement areas should be densified in place using a medium weight vibratory roller. The purpose of the vibratory rolling is to densify the loose, near surface soils and potentially improve floor slab and foundation support. The very loose sand encountered in the northern portion of the site and in Boring B-13 could potentially be improved during earthwork. Waiting to perform earthwork until warmer periods of the year should increase the potential for improvement with vibratory rolling and reduce the potential of wet unstable subgrades. However, the very loose soil should be overexcavated if it is not improved with vibratory rolling. Moisture sensitive soils with a relatively high moisture content were encountered across the site. Foundations are expected to bear on approved native soils or new engineered fill compacted to the recommendations given herein. Foundations bearing on these suitable materials could be designed using a maximum net allowable soil bearing pressure of 2,000 psf. A more complete discussion of these points and additional information is included in the following sections. 4.2 Earthwork Site preparation should begin with the complete removal of the surface vegetation and topsoil at the site. Low ground pressure equipment should be used for clearing topsoil and vegetation, especially on the northern portion of the site. Based on site observations during the drilling process, topsoil should be stripped to a depth of approximately 6 to 12 inches. A Terracon representative should field verify the stripping depth during construction. Topsoil may be reused in areas of the site to be landscaped and should not be used as structural fill or backfill. Stump holes should be backfilled with engineered fill. After stripping and reaching the design cut elevation, the exposed subgrade soils in the drive lanes, building, and parking lot footprints should be densified in place using a medium weight vibratory roller. The purpose of the vibratory rolling is to densify the loose, near surface soils. The roller should make at least 6 passes across the site, with the second set of 3 passes perpendicular Responsive Resourceful Reliable 4

9 Geotechnical Engineering Report Proposed Abbington Crossing Apartments Wilson, North Carolina March 18, 2016 Terracon Project No to the first set of 3 passes. If water is brought to the surface by the vibratory rolling, the operation should be discontinued until the water subsides. Vibratory rolling should be completed during dry weather. After the vibratory rolling, pore pressures should be allowed to dissipate for a minimum of 18 hours. After the waiting period, proof-rolling should be performed with a fully loaded, tandemaxle dump truck or similar rubber-tired construction equipment. Proofrolling is recommended as a means of detecting areas of soft or unstable subgrade soils. The proofrolling should be performed during a period of dry weather to avoid degrading an otherwise suitable subgrade. The proofrolling operations should be observed by a representative of the geotechnical engineer. Subgrade soils that exhibit excessive rutting or deflection during proofrolling should be overexcavated as directed by the representative and replaced with properly compacted soil fill or crushed stone. Overexcavation and replacement could be required. Engineered fill should meet the following material property requirements: Fill Type 1, 2 USCS Classification Acceptable Location for Placement Imported Soil Sand: SC, SM with fines > 1% Clay: CL On-site Soils 3 Sand: SC, SM with fines > 1% Clay: CL All locations and elevations. All Locations and elevations. 1. Controlled, compacted fill should consist of approved materials that are free of organic matter and debris. Frozen material should not be used and fill should not be placed on a frozen subgrade. A sample of each material type should be submitted to the geotechnical engineer for evaluation. 2. Sand with less than 1 % fines should not be used as it may create perched water tables below the foundations or pavements. 3. On site soils that meet the above soil classifications are generally suitable for fill if properly moisture conditioned. Responsive Resourceful Reliable

10 Geotechnical Engineering Report Proposed Abbington Crossing Apartments Wilson, North Carolina March 18, 2016 Terracon Project No Compaction Requirements We recommend that the fill be placed as recommended in the following table: ITEM Fill Lift Thickness Compaction Requirements 1 Moisture Content Structural Fill DESCRIPTION 9-inches or less in loose thickness (4 to 6 lifts when handoperated equipment is used). Compact to a minimum of 9% of the materials standard Proctor maximum dry density (ASTM D 698). 2 Within the range of -2% to +2% of optimum moisture content as determined by the standard Proctor test at the time of placement and compaction. 1. Engineered fill should be tested for moisture content and compaction during placement. If in-place density tests indicate the specified moisture or compaction limits have not been met, the area represented by the tests should be reworked and retested as required until the specified moisture and compaction requirements are achieved. 2. It is not necessary to achieve 9% compaction on the existing ground prior to placing fill or beginning construction. However, the subgrade should be evaluated by a representative of the geotechnical engineer prior to placing fill or beginning construction. Grading and Drainage During construction, grades should be sloped to promote runoff away from the construction area. Final surrounding grades should be sloped away from the structures on all sides to prevent ponding of water. If gutters / downspouts for the proposed buildings do not discharge directly onto pavement, they should not discharge directly adjacent to the buildings. This can be accomplished through the use of splash-blocks, downspout extensions, and flexible pipes that are designed to attach to the end of the downspout. Flexible pipe should only be used if it is daylighted in such a manner that it gravity-drains collected water. Splash-blocks should also be considered below hose bibs and water spigots. Construction Considerations Performing earthwork operations during warmer periods of the year (May through October) will reduce the potential for problems associated with wet unstable subgrades. Site drying conditions are typically enhanced when it is warm. The moisture sensitivity of the on-site soils does not preclude performing earthwork at other times of the year, but does lead to an increased potential for having to perform overexcavation and replacement or some other form of remedial work. The site should be graded to prevent ponding of surface water on the prepared subgrades or in excavations. If the subgrade should become frozen, desiccated, saturated, or disturbed, the affected material should be removed or these materials should be scarified, moisture conditioned, and recompacted. Responsive Resourceful Reliable 6

11 Geotechnical Engineering Report Proposed Abbington Crossing Apartments Wilson, North Carolina March 18, 2016 Terracon Project No As a minimum, all temporary excavations should be sloped or braced as required by Occupational Safety and Health Administration (OSHA) regulations to provide stability and safe working conditions. Temporary excavations will most likely be required during grading operations. The grading contractor, by his contract, is usually 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. All excavations should comply with applicable local, state and federal safety regulations, including the current OSHA Excavation and Trench Safety Standards. The geotechnical engineer should be retained during the construction phase of the project to observe earthwork and to perform necessary tests and observations during subgrade preparation; vibratory rolling, proofrolling; placement and compaction of controlled compacted fills; and backfilling of excavations. 4.3 Foundation Recommendations Shallow Foundations The proposed buildings can be supported by a shallow foundation system. The shallow foundations can consist of isolated column and wall footings or thickened portions of a monolithic slab. Design recommendations for a shallow foundation system are presented in the following table and paragraphs. Responsive Resourceful Reliable 7

12 Geotechnical Engineering Report Proposed Abbington Crossing Apartments Wilson, North Carolina March 18, 2016 Terracon Project No DESCRIPTION Maximum Net allowable bearing pressure 1 The required embedment below lowest adjacent finished grade for frost protection and protective embedment 2 Minimum width for continuous wall footings Minimum width for isolated column footings Approximate total settlement 3 Estimated differential settlement 3 VALUE 2,000 psf 18 inches 12 inches for thickened slab 16 inches for strip footings 24 inches Up to 1 inch Up to 1/2 inch along 40 feet of wall Ultimate coefficient of sliding friction The recommended net allowable bearing pressure is the pressure in excess of the minimum surrounding overburden pressure at the footing base elevation. The maximum net allowable bearing pressure may be increased by 1/3 for temporary wind loads. 2. For frost protection and to reduce effects of seasonal moisture variations in subgrade soils. For perimeter footings and footings beneath unheated areas. 3. The actual magnitude of settlement that will occur beneath the foundations will depend upon the variations within the subsurface soil profile, the structural loading conditions and the quality of the foundation excavation. The estimated total and differential settlements listed assume that the foundation-related earthwork and the foundation design are completed in accordance with our recommendations. Construction Considerations The foundation bearing materials should be evaluated at the time of the foundation excavation. This is an essential part of the construction process. A representative of the geotechnical engineer should use a combination of hand auger borings and dynamic cone penetrometer (DCP) testing to determine the suitability of the bearing materials for the design bearing pressure. DCP testing should be performed to a depth of 3 to feet below the bottom of footing excavation. Excessively soft, loose or wet bearing soils should be overexcavated to a depth recommended by the geotechnical engineer. The footings could then bear directly on these soils at the lower level or the excavated soils could be replaced with compacted soil fill or washed, crushed stone (NCDOT No. 7) wrapped in a geotextile fabric (Mirafi 140 N or equivalent). Overexcavation to a depth of about 3 feet is anticipated around Boring B-13 and in the northern portion of the site around Borings B-17, B-18, and B-19 if the subgrade is not improved during earthwork. The base of all foundation excavations should be free of water and loose soil prior to placing concrete. Concrete should be placed soon after excavating to reduce bearing soil disturbance. Should the soils at bearing level become excessively disturbed or saturated, the affected soil should be removed prior to placing concrete. Responsive Resourceful Reliable 8

13 Geotechnical Engineering Report Proposed Abbington Crossing Apartments Wilson, North Carolina March 18, 2016 Terracon Project No Seismic Considerations Code Used Seismic Parameters International Building Code (IBC) Seismic Site Class D Ss = 0.13 S1 = Sms = Sm1 = SDS = SD1 = Based on our experience with the geology of the area, it is our opinion that the subsurface characteristics reflect those of Site Class D as described in the 2012 North Carolina State Building Code. Based on the results of the borings, liquefaction is not expected based on the clay content of the soils and the relatively low level of ground motions associated with the design earthquake. 4. Floor Slabs ITEM DESCRIPTION Floor slab support Improved existing soils or new engineered fill Modulus of subgrade reaction 100 pounds per square inch per inch (psi/in) for point loading conditions Base Course/Capillary Break Layer 4 inches of washed crushed stone (No. 7) Saw-cut control joints should be placed in the slab to help control the location and extent of cracking. For additional recommendations, refer to the ACI Design Manual. The use of a vapor retarder should be considered beneath concrete slabs on grade that will be covered with wood, tile, carpet or other moisture sensitive or impervious coverings. The slab designer should refer to ACI 302 and/or ACI 360 for procedures and cautions regarding the use and placement of a vapor retarder. 4.6 Pavements The pavement subgrade should be thoroughly vibratory compacted and proofrolled as outlined in section 4.2 Earthwork of this report. Loose soils delineated by the proofrolling operations should be undercut and backfilled as recommended by the geotechnical engineer. The use of a geosynthetic fabric and additional crushed stone is also a potential option for subgrade improvement. Upon completion of any necessary remediation, the subgrade should be adequate for support of the pavement sections recommended below. Responsive Resourceful Reliable 9

14 Geotechnical Engineering Report Proposed Abbington Crossing Apartments Wilson, North Carolina March 18, 2016 Terracon Project No Pavement thickness design is dependent upon: the anticipated traffic conditions during the life of the pavement; subgrade and paving material characteristics; and climatic conditions of the region. We have assumed that traffic loads at the site will be produced primarily by delivery and garbage trucks in the heavy duty areas and by passenger cars and light delivery vehicles for the light duty areas. Two pavement section alternatives have been provided. The light-duty pavement sections are for car parking areas only. Heavy-duty pavement sections should be used for concentrated car traffic (drive lanes / entrance drives) and garbage/delivery truck traffic areas. Recommended pavement sections are listed in the table below. For areas subject to concentrated and repetitive loading conditions, i.e. dumpster pads and ingress/egress aprons, or in areas where vehicles will turn at low speeds, we recommend using a Portland cement concrete pavement with a thickness of at least 7 inches underlain by at least 4 inches of crushed stone. For dumpster pads, the concrete pavement area should be large enough to support the container and tipping axle of the refuse truck. Recommended Pavement Sections Pavement Type Rigid Flexible (Superpave) 1. Placed in two 1. inch lifts Material Portland Cement Concrete (4,000 psi) Crushed Aggregate Base Course (NCDOT CABC Type 1 or Type 2) Asphalt Surface (NCDOT S-9.A) Asphalt Binder (NCDOT I-19.0B) Crushed Aggregate Base Course (NCDOT CABC Type 1 or Type 2) Layer Thickness (inches) Light Duty Heavy Duty The placement of a partial pavement thickness for use during construction is not suggested without a detailed pavement analysis incorporating construction traffic. In addition, we should be contacted to confirm the traffic assumptions outlined above. If the actual traffic varies from the assumptions outlined above, modification of the pavement section thickness will be required. Responsive Resourceful Reliable 10

15 Geotechnical Engineering Report Proposed Abbington Crossing Apartments Wilson, North Carolina March 18, 2016 Terracon Project No Recommendations for pavement construction presented depend upon compliance with recommended material specifications. To assess compliance, observation and testing should be performed under the direction of the geotechnical engineer. Asphalt concrete and aggregate base course materials should conform to the North Carolina Department of Transportation (NCDOT) Standard Specifications for Roads and Structures. Concrete pavement materials should conform to ACI Specifications for Unreinforced Parking Lots. Concrete pavement should be air-entrained and have a minimum compressive strength of 4,000 psi after 28 days of laboratory curing per ASTM C-31. ACI 330R-01 recommendations should be followed concerning control and expansion joints, as well as other concrete pavement practices. The performance of all pavements can be enhanced by minimizing excess moisture which can reach the subgrade soils. The following recommendations should be considered a minimum: site grading at a minimum 2 percent grade away from the pavements; subgrade and pavement surface with a minimum 1/4 inch per foot slope to promote proper surface drainage; and installation of joint sealant to seal cracks immediately. Preventative maintenance should be planned and provided for through an ongoing pavement management program to enhance future pavement performance. Preventative maintenance activities are intended to slow the rate of pavement deterioration and to preserve the pavement investment. Preventative maintenance, which consists of both localized maintenance (e.g. crack and joint sealing and patching) and global maintenance (e.g. surface sealing), is usually the first priority when implementing a planned pavement maintenance program and provides the highest return on investment for pavements. GENERAL COMMENTS 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 analysis and 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 report. This 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 Responsive Resourceful Reliable 11

16 Geotechnical Engineering Report Proposed Abbington Crossing Apartments Wilson, North Carolina March 18, 2016 Terracon Project No 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 report shall not be considered valid unless Terracon reviews the changes and either verifies or modifies the conclusions of this report in writing. Responsive Resourceful Reliable 12

17 APPENDIX A FIELD EXPLORATION

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20 Geotechnical Engineering Report Proposed Abbington Crossing Apartments Wilson, North Carolina March 18, 2016 Terracon Project No Field Exploration Description GPS locations of the borings were determined by referencing existing site features on aerial photography. Elevations were picked from the provided plans. The boring locations were marked in the field by Terracon using a hand held GPS and a dozer was used to gain access to the boring locations. The location and elevation of the borings should be considered accurate only to the degree implied by the means and methods used to define it. The soil test borings were performed by a track-mounted power drilling rig utilizing hollow stem auger drilling procedures to advance the boreholes. Representative soil samples were obtained at 2. foot intervals above a depth of 10 feet and at foot intervals below 10 feet using split-barrel 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 automatic 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. Soil samples were taken. An automatic SPT hammer was used to advance the split-barrel sampler in the borings performed on this site. A greater efficiency is typically achieved with the automatic hammer compared to the conventional safety hammer operated with a cathead and rope. Published correlations between the SPT values and soil properties are based on the lower efficiency cathead and rope method. This higher efficiency affects the standard penetration resistance blow count (N) value by increasing the penetration per hammer blow over what would be obtained using the cathead and rope method. The effect of the automatic hammer's efficiency has been considered in the interpretation and analysis of the subsurface information for this report. 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. 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. Additional information provided on the boring logs attached to this report includes soil descriptions, consistency evaluations, boring depths, sampling intervals, and groundwater conditions. Responsive Resourceful Reliable Exhibit A-3

21 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL PROPOSED ABBINGTON CROSSING APARTMENTS; WILSON, NC.GPJ TERRACON201.GDT 3/18/16 PROJECT: Proposed Abbington Crossing Apartments SITE: GRAPHIC LOG Lipscomb Road Wilson, NC LOCATION See Exhibit A-2 Latitude: Longitude: DEPTH ELEVATION (Ft.) Topsoil SANDY LEAN CLAY (CL), dark brown and gray, soft to stiff CLAYEY SAND (SC), trace mica, light gray and orange, medium dense LEAN CLAY WITH SAND (CL), with mica, gray and orange brown, medium stiff 20.0 Boring Terminated at 20 Feet Stratification lines are approximate. In-situ, the transition may be gradual. Advancement Method: 2 1/4 inch Hollow Stem Auger Abandonment Method: WATER LEVEL OBSERVATIONS While drilling BORING LOG NO. B-1 Surface Elev.: 124 (Ft.) Beacon Drive Winterville, North Carolina Rea Ventures Group LLC CLIENT: Atlanta, GA DEPTH (Ft.) See Exhibit A-3 for description of field procedures. See Appendix B for description of laboratory procedures and additional data (if any). See Appendix C for explanation of symbols and abbreviations WATER LEVEL OBSERVATIONS SAMPLE TYPE N= N= N= N= N= N= Hammer Type: Automatic Notes: Boring Started: 3/1/2016 Drill Rig: ATV FIELD TEST RESULTS Project No.: SAMPLE WATER CONTENT (%) Page 1 of Boring Completed: 3/1/2016 Driller: Carolina Drilling, Inc. Exhibit: A-4 ATTERBERG LIMITS LL-PL-PI PERCENT FINES 6

22 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL PROPOSED ABBINGTON CROSSING APARTMENTS; WILSON, NC.GPJ TERRACON201.GDT 3/18/16 PROJECT: Proposed Abbington Crossing Apartments SITE: GRAPHIC LOG DEPTH ELEVATION (Ft.) Topsoil SANDY LEAN CLAY (CL), dark gray and orange, medium stiff Lipscomb Road Wilson, NC LOCATION See Exhibit A-2 Latitude: Longitude: LEAN CLAY (CL), gray and orange brown, stiff Boring Terminated at Feet Stratification lines are approximate. In-situ, the transition may be gradual. Advancement Method: 2 1/4 inch Hollow Stem Auger Abandonment Method: WATER LEVEL OBSERVATIONS BORING LOG NO. B-2 Surface Elev.: 126 (Ft.) Beacon Drive Winterville, North Carolina Rea Ventures Group LLC CLIENT: Atlanta, GA DEPTH (Ft.) See Exhibit A-3 for description of field procedures. See Appendix B for description of laboratory procedures and additional data (if any). See Appendix C for explanation of symbols and abbreviations. WATER LEVEL OBSERVATIONS SAMPLE TYPE 2-3- N=8-6- N=11 Hammer Type: Automatic Notes: Boring Started: 3/1/2016 Drill Rig: ATV FIELD TEST RESULTS Project No.: SAMPLE 1 2 WATER CONTENT (%) Page 1 of 1 Boring Completed: 3/1/2016 Driller: Carolina Drilling, Inc. Exhibit: A- ATTERBERG LIMITS LL-PL-PI PERCENT FINES

23 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL PROPOSED ABBINGTON CROSSING APARTMENTS; WILSON, NC.GPJ TERRACON201.GDT 3/18/16 PROJECT: Proposed Abbington Crossing Apartments SITE: GRAPHIC LOG Lipscomb Road Wilson, NC LOCATION See Exhibit A-2 Latitude: Longitude: DEPTH Topsoil 1.0 SANDY LEAN CLAY (CL), gray, medium stiff to stiff CLAYEY SAND (SC), trace mica, light gray, dark gray and orange to orange brown, loose to medium dense 2.0 Boring Terminated at 2 Feet Stratification lines are approximate. In-situ, the transition may be gradual. Advancement Method: 2 1/4 inch Hollow Stem Auger Abandonment Method: WATER LEVEL OBSERVATIONS While drilling BORING LOG NO. B-3 Surface Elev.: 128 (Ft.) Beacon Drive Winterville, North Carolina Rea Ventures Group LLC CLIENT: Atlanta, GA ELEVATION (Ft.) DEPTH (Ft.) See Exhibit A-3 for description of field procedures. See Appendix B for description of laboratory procedures and additional data (if any). See Appendix C for explanation of symbols and abbreviations WATER LEVEL OBSERVATIONS SAMPLE TYPE N= N=6-6-7 N= N= N= N= N=7 Hammer Type: Automatic Notes: Boring Started: 3/1/2016 Drill Rig: ATV FIELD TEST RESULTS Project No.: SAMPLE WATER CONTENT (%) Page 1 of 1 Boring Completed: 3/1/2016 Driller: Carolina Drilling, Inc. Exhibit: A-6 ATTERBERG LIMITS LL-PL-PI PERCENT FINES

24 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL PROPOSED ABBINGTON CROSSING APARTMENTS; WILSON, NC.GPJ TERRACON201.GDT 3/18/16 PROJECT: Proposed Abbington Crossing Apartments SITE: GRAPHIC LOG Lipscomb Road Wilson, NC LOCATION See Exhibit A-2 Latitude: Longitude: DEPTH ELEVATION (Ft.) Topsoil SANDY LEAN CLAY (CL), tan, gray, and orange, medium stiff CLAYEY SAND (SC), light gray and orange, medium dense LEAN CLAY (CL), light gray and orange, stiff SANDY LEAN CLAY (CL), trace mica, light gray and orange, stiff CLAYEY SAND (SC), trace mica, light gray and orange to orange brown, medium dense 2.0 Boring Terminated at 2 Feet Stratification lines are approximate. In-situ, the transition may be gradual. Advancement Method: 2 1/4 inch Hollow Stem Auger Abandonment Method: WATER LEVEL OBSERVATIONS While drilling BORING LOG NO. B-4 Surface Elev.: 130 (Ft.) Beacon Drive Winterville, North Carolina Rea Ventures Group LLC CLIENT: Atlanta, GA DEPTH (Ft.) See Exhibit A-3 for description of field procedures. See Appendix B for description of laboratory procedures and additional data (if any). See Appendix C for explanation of symbols and abbreviations WATER LEVEL OBSERVATIONS SAMPLE TYPE N= N= 4--6 N= N= N= N= N=14 Hammer Type: Automatic Notes: Boring Started: 3/1/2016 Drill Rig: ATV FIELD TEST RESULTS Project No.: SAMPLE WATER CONTENT (%) Page 1 of 1 Boring Completed: 3/1/2016 Driller: Carolina Drilling, Inc. Exhibit: A-7 ATTERBERG LIMITS LL-PL-PI PERCENT FINES

25 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL PROPOSED ABBINGTON CROSSING APARTMENTS; WILSON, NC.GPJ TERRACON201.GDT 3/18/16 PROJECT: Proposed Abbington Crossing Apartments SITE: GRAPHIC LOG Lipscomb Road Wilson, NC LOCATION See Exhibit A-2 Latitude: Longitude: DEPTH ELEVATION (Ft.) Topsoil SANDY LEAN CLAY (CL), gray and orange, medium stiff to stiff LEAN CLAY (CL), light gray, very stiff CLAYEY SAND (SC), dark gray and orange, medium dense SILTY SAND (SM), trace mica, light gray and orange, medium dense CLAYEY SAND (SC), light gray and orange brown, medium dense 2.0 Boring Terminated at 2 Feet Stratification lines are approximate. In-situ, the transition may be gradual. Advancement Method: 2 1/4 inch Hollow Stem Auger Abandonment Method: WATER LEVEL OBSERVATIONS While drilling BORING LOG NO. B- Surface Elev.: 131 (Ft.) Beacon Drive Winterville, North Carolina Rea Ventures Group LLC CLIENT: Atlanta, GA DEPTH (Ft.) See Exhibit A-3 for description of field procedures. See Appendix B for description of laboratory procedures and additional data (if any). See Appendix C for explanation of symbols and abbreviations WATER LEVEL OBSERVATIONS SAMPLE TYPE N= N= N= N= N= N= N=11 Hammer Type: Automatic Notes: Boring Started: 3/2/2016 Drill Rig: ATV FIELD TEST RESULTS Project No.: SAMPLE WATER CONTENT (%) Page 1 of 1 Boring Completed: 3/2/2016 Driller: Carolina Drilling, Inc. Exhibit: A-8 ATTERBERG LIMITS LL-PL-PI PERCENT FINES

26 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL PROPOSED ABBINGTON CROSSING APARTMENTS; WILSON, NC.GPJ TERRACON201.GDT 3/18/16 PROJECT: Proposed Abbington Crossing Apartments SITE: GRAPHIC LOG Lipscomb Road Wilson, NC LOCATION See Exhibit A-2 Latitude: Longitude: DEPTH ELEVATION (Ft.) Topsoil SANDY LEAN CLAY (CL), orange, tan, and gray, medium stiff to stiff CLAYEY SAND (SC), orange, tan, and gray, medium dense LEAN CLAY WITH SAND (CL), light gray and orange, stiff CLAYEY SAND (SC), trace mica, light gray and orange to orange and brown, loose to medium dense 2.0 Boring Terminated at 2 Feet Stratification lines are approximate. In-situ, the transition may be gradual. Advancement Method: 2 1/4 inch Hollow Stem Auger Abandonment Method: WATER LEVEL OBSERVATIONS While drilling BORING LOG NO. B-6 Surface Elev.: 131 (Ft.) Beacon Drive Winterville, North Carolina Rea Ventures Group LLC CLIENT: Atlanta, GA DEPTH (Ft.) See Exhibit A-3 for description of field procedures. See Appendix B for description of laboratory procedures and additional data (if any). See Appendix C for explanation of symbols and abbreviations WATER LEVEL OBSERVATIONS SAMPLE TYPE N= 3-4- N=9-6-6 N= N= N= N= N=13 Hammer Type: Automatic Notes: Boring Started: 3/2/2016 Drill Rig: ATV FIELD TEST RESULTS Project No.: SAMPLE WATER CONTENT (%) Page 1 of Boring Completed: 3/2/2016 Driller: Carolina Drilling, Inc. Exhibit: A-9 ATTERBERG LIMITS LL-PL-PI PERCENT FINES 77

27 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL PROPOSED ABBINGTON CROSSING APARTMENTS; WILSON, NC.GPJ TERRACON201.GDT 3/18/16 PROJECT: Proposed Abbington Crossing Apartments SITE: GRAPHIC LOG Lipscomb Road Wilson, NC LOCATION See Exhibit A-2 Latitude: Longitude: DEPTH ELEVATION (Ft.) Topsoil SANDY LEAN CLAY (CL), orange, tan, and gray, medium stiff CLAYEY SAND (SC), light gray and orange, medium dense LEAN CLAY WITH SAND (CL), light gray and orange, stiff SILTY SAND (SM), trace mica, light gray and orange, medium dense 23.0 CLAYEY SAND (SC), light gray and orange, medium dense 2.0 Boring Terminated at 2 Feet Stratification lines are approximate. In-situ, the transition may be gradual. Advancement Method: 2 1/4 inch Hollow Stem Auger Abandonment Method: WATER LEVEL OBSERVATIONS While drilling BORING LOG NO. B-7 Surface Elev.: 131 (Ft.) Beacon Drive Winterville, North Carolina Rea Ventures Group LLC CLIENT: Atlanta, GA DEPTH (Ft.) See Exhibit A-3 for description of field procedures. See Appendix B for description of laboratory procedures and additional data (if any). See Appendix C for explanation of symbols and abbreviations WATER LEVEL OBSERVATIONS SAMPLE TYPE N= 4--6 N= N= N= N= N= N=16 Hammer Type: Automatic Notes: Boring Started: 3/2/2016 Drill Rig: ATV FIELD TEST RESULTS Project No.: SAMPLE WATER CONTENT (%) Page 1 of 1 Boring Completed: 3/2/2016 Driller: Carolina Drilling, Inc. Exhibit: A-10 ATTERBERG LIMITS LL-PL-PI PERCENT FINES

28 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL PROPOSED ABBINGTON CROSSING APARTMENTS; WILSON, NC.GPJ TERRACON201.GDT 3/18/16 PROJECT: Proposed Abbington Crossing Apartments SITE: GRAPHIC LOG Lipscomb Road Wilson, NC LOCATION See Exhibit A-2 Latitude: Longitude: DEPTH Topsoil 1.0 SANDY LEAN CLAY (CL), orange, stiff CLAYEY SAND (SC), light gray and orange, medium dense LEAN CLAY (CL), trace sand, light gray and orange, stiff 18.0 SILTY SAND (SM), trace mica, orange and light gray, loose 23.0 CLAYEY SAND (SC), orange and brown, medium dense 2.0 Boring Terminated at 2 Feet Stratification lines are approximate. In-situ, the transition may be gradual. Advancement Method: 2 1/4 inch Hollow Stem Auger Abandonment Method: WATER LEVEL OBSERVATIONS While drilling BORING LOG NO. B-8 Surface Elev.: 130 (Ft.) Beacon Drive Winterville, North Carolina Rea Ventures Group LLC CLIENT: Atlanta, GA ELEVATION (Ft.) DEPTH (Ft.) See Exhibit A-3 for description of field procedures. See Appendix B for description of laboratory procedures and additional data (if any). See Appendix C for explanation of symbols and abbreviations WATER LEVEL OBSERVATIONS SAMPLE TYPE 3-- N= N= N= N= N= N=7-6- N=11 Hammer Type: Automatic Notes: Boring Started: 3/2/2016 Drill Rig: ATV FIELD TEST RESULTS Project No.: SAMPLE WATER CONTENT (%) Page 1 of 1 Boring Completed: 3/2/2016 Driller: Carolina Drilling, Inc. Exhibit: A-11 ATTERBERG LIMITS LL-PL-PI PERCENT FINES

29 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL PROPOSED ABBINGTON CROSSING APARTMENTS; WILSON, NC.GPJ TERRACON201.GDT 3/18/16 PROJECT: Proposed Abbington Crossing Apartments SITE: GRAPHIC LOG DEPTH ELEVATION (Ft.) Topsoil SANDY LEAN CLAY (CL), light gray and orange, medium stiff Lipscomb Road Wilson, NC LOCATION See Exhibit A-2 Latitude: Longitude: CLAYEY SAND (SC), light gray and orange, medium dense Boring Terminated at Feet Stratification lines are approximate. In-situ, the transition may be gradual. Advancement Method: 2 1/4 inch Hollow Stem Auger Abandonment Method: WATER LEVEL OBSERVATIONS BORING LOG NO. B-9 Surface Elev.: 126 (Ft.) Beacon Drive Winterville, North Carolina Rea Ventures Group LLC CLIENT: Atlanta, GA DEPTH (Ft.) See Exhibit A-3 for description of field procedures. See Appendix B for description of laboratory procedures and additional data (if any). See Appendix C for explanation of symbols and abbreviations. WATER LEVEL OBSERVATIONS SAMPLE TYPE N= N=12 Hammer Type: Automatic Notes: Boring Started: 3/2/2016 Drill Rig: ATV FIELD TEST RESULTS Project No.: SAMPLE 1 2 WATER CONTENT (%) Page 1 of 1 Boring Completed: 3/2/2016 Driller: Carolina Drilling, Inc. Exhibit: A-12 ATTERBERG LIMITS LL-PL-PI PERCENT FINES

30 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL PROPOSED ABBINGTON CROSSING APARTMENTS; WILSON, NC.GPJ TERRACON201.GDT 3/18/16 PROJECT: Proposed Abbington Crossing Apartments SITE: GRAPHIC LOG CLAYEY SAND (SC), light gray and orange, medium dense Lipscomb Road Wilson, NC LOCATION See Exhibit A-2 Latitude: Longitude: DEPTH ELEVATION (Ft.) Topsoil CLAYEY SAND (SC), light gray, light red and orange brown, loose to medium dense SANDY LEAN CLAY (CL), trace mica, light gray, red and orange, medium stiff POORLY GRADED SAND (SP), light tan and orange, medium dense SANDY LEAN CLAY (CL), light tan and orange brown, medium stiff 2.0 Boring Terminated at 2 Feet Stratification lines are approximate. In-situ, the transition may be gradual. Advancement Method: 2 1/4 inch Hollow Stem Auger Abandonment Method: WATER LEVEL OBSERVATIONS While drilling BORING LOG NO. B-10 Surface Elev.: 128 (Ft.) Beacon Drive Winterville, North Carolina Rea Ventures Group LLC CLIENT: Atlanta, GA DEPTH (Ft.) See Exhibit A-3 for description of field procedures. See Appendix B for description of laboratory procedures and additional data (if any). See Appendix C for explanation of symbols and abbreviations WATER LEVEL OBSERVATIONS SAMPLE TYPE N=8-6-7 N= N= N= N= N= N=6 Hammer Type: Automatic Notes: Boring Started: 3/2/2016 Drill Rig: ATV FIELD TEST RESULTS Project No.: SAMPLE WATER CONTENT (%) Page 1 of 1 Boring Completed: 3/2/2016 Driller: Carolina Drilling, Inc. Exhibit: A-13 ATTERBERG LIMITS LL-PL-PI PERCENT FINES

31 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL PROPOSED ABBINGTON CROSSING APARTMENTS; WILSON, NC.GPJ TERRACON201.GDT 3/18/16 PROJECT: Proposed Abbington Crossing Apartments SITE: GRAPHIC LOG CLAYEY SAND (SC), trace mica, light gray and orange, loose Lipscomb Road Wilson, NC LOCATION See Exhibit A-2 Latitude: Longitude: DEPTH ELEVATION (Ft.) Topsoil CLAYEY SAND (SC), light gray, orange and light red, medium dense SANDY LEAN CLAY (CL), light gray and orange to red orange, medium stiff LEAN CLAY WITH SAND (CL), orange, light gray, and brown, medium stiff to stiff 2.0 Boring Terminated at 2 Feet Stratification lines are approximate. In-situ, the transition may be gradual. Advancement Method: 2 1/4 inch Hollow Stem Auger Abandonment Method: WATER LEVEL OBSERVATIONS While drilling BORING LOG NO. B-11 Surface Elev.: 12 (Ft.) Beacon Drive Winterville, North Carolina Rea Ventures Group LLC CLIENT: Atlanta, GA DEPTH (Ft.) See Exhibit A-3 for description of field procedures. See Appendix B for description of laboratory procedures and additional data (if any). See Appendix C for explanation of symbols and abbreviations WATER LEVEL OBSERVATIONS SAMPLE TYPE 2-- N= N= N= N= N= N= 4-- N=10 Hammer Type: Automatic Notes: Boring Started: 3/2/2016 Drill Rig: ATV FIELD TEST RESULTS Project No.: SAMPLE WATER CONTENT (%) Page 1 of 1 Boring Completed: 3/2/2016 Driller: Carolina Drilling, Inc. Exhibit: A-14 ATTERBERG LIMITS LL-PL-PI PERCENT FINES

32 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL PROPOSED ABBINGTON CROSSING APARTMENTS; WILSON, NC.GPJ TERRACON201.GDT 3/18/16 PROJECT: Proposed Abbington Crossing Apartments SITE: GRAPHIC LOG Lipscomb Road Wilson, NC LOCATION See Exhibit A-2 Latitude: Longitude: DEPTH ELEVATION (Ft.) Topsoil SANDY LEAN CLAY (CL), orange, tan, gray, and red, medium stiff to stiff CLAYEY SAND (SC), trace mica, light gray and orange, loose to medium dense 23.0 SANDY LEAN CLAY (CL), trace mica, dark gray, stiff 2.0 Boring Terminated at 2 Feet Stratification lines are approximate. In-situ, the transition may be gradual. Advancement Method: 2 1/4 inch Hollow Stem Auger Abandonment Method: WATER LEVEL OBSERVATIONS While drilling BORING LOG NO. B-12 Surface Elev.: 124 (Ft.) Beacon Drive Winterville, North Carolina Rea Ventures Group LLC CLIENT: Atlanta, GA DEPTH (Ft.) See Exhibit A-3 for description of field procedures. See Appendix B for description of laboratory procedures and additional data (if any). See Appendix C for explanation of symbols and abbreviations WATER LEVEL OBSERVATIONS SAMPLE TYPE 1-3- N= N= N= N= N= N= N=9 Hammer Type: Automatic Notes: Boring Started: 3/2/2016 Drill Rig: ATV FIELD TEST RESULTS Project No.: SAMPLE WATER CONTENT (%) Page 1 of 1 Boring Completed: 3/2/2016 Driller: Carolina Drilling, Inc. Exhibit: A-1 ATTERBERG LIMITS LL-PL-PI PERCENT FINES

33 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL PROPOSED ABBINGTON CROSSING APARTMENTS; WILSON, NC.GPJ TERRACON201.GDT 3/18/16 PROJECT: Proposed Abbington Crossing Apartments SITE: GRAPHIC LOG DEPTH ELEVATION (Ft.) 0. Topsoil 120. CLAYEY SAND (SC), tan gray, orange and dark brown, very loose to loose Lipscomb Road Wilson, NC LOCATION See Exhibit A-2 Latitude: Longitude: LEAN CLAY WITH SAND (CL), trace mica, light gray, light red and orange, medium stiff SANDY LEAN CLAY (CL), trace mica, light gray, orange and dark gray, medium stiff to stiff 23.0 SILTY CLAY (CL-ML), dark gray, soft to medium-stiff 2.0 Boring Terminated at 2 Feet Stratification lines are approximate. In-situ, the transition may be gradual. Advancement Method: 2 1/4 inch Hollow Stem Auger Abandonment Method: WATER LEVEL OBSERVATIONS While drilling BORING LOG NO. B-13 Surface Elev.: 121 (Ft.) Beacon Drive Winterville, North Carolina Rea Ventures Group LLC CLIENT: Atlanta, GA DEPTH (Ft.) See Exhibit A-3 for description of field procedures. See Appendix B for description of laboratory procedures and additional data (if any). See Appendix C for explanation of symbols and abbreviations WATER LEVEL OBSERVATIONS SAMPLE TYPE N= N= N= 4-- N= N= N= N=4 Hammer Type: Automatic Notes: Boring Started: 3/3/2016 Drill Rig: ATV FIELD TEST RESULTS Project No.: SAMPLE WATER CONTENT (%) Page 1 of 1 Boring Completed: 3/3/2016 Driller: Carolina Drilling, Inc. Exhibit: A-16 ATTERBERG LIMITS LL-PL-PI PERCENT FINES

34 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL PROPOSED ABBINGTON CROSSING APARTMENTS; WILSON, NC.GPJ TERRACON201.GDT 3/18/16 PROJECT: Proposed Abbington Crossing Apartments SITE: GRAPHIC LOG Lipscomb Road Wilson, NC LOCATION See Exhibit A-2 Latitude: Longitude: DEPTH ELEVATION (Ft.) 0.7 Topsoil 128. SANDY LEAN CLAY (CL), orange and light gray, medium stiff to stiff Boring Terminated at Feet Stratification lines are approximate. In-situ, the transition may be gradual. Advancement Method: 2 1/4 inch Hollow Stem Auger Abandonment Method: WATER LEVEL OBSERVATIONS While drilling BORING LOG NO. B-14 Surface Elev.: 129 (Ft.) Beacon Drive Winterville, North Carolina Rea Ventures Group LLC CLIENT: Atlanta, GA DEPTH (Ft.) See Exhibit A-3 for description of field procedures. See Appendix B for description of laboratory procedures and additional data (if any). See Appendix C for explanation of symbols and abbreviations. WATER LEVEL OBSERVATIONS SAMPLE TYPE 2-3- N= N=14 Hammer Type: Automatic Notes: Boring Started: 3/3/2016 Drill Rig: ATV FIELD TEST RESULTS Project No.: SAMPLE 1 2 WATER CONTENT (%) Page 1 of Boring Completed: 3/3/2016 Driller: Carolina Drilling, Inc. Exhibit: A-17 ATTERBERG LIMITS LL-PL-PI PERCENT FINES 2

35 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL PROPOSED ABBINGTON CROSSING APARTMENTS; WILSON, NC.GPJ TERRACON201.GDT 3/18/16 PROJECT: Proposed Abbington Crossing Apartments SITE: GRAPHIC LOG Lipscomb Road Wilson, NC LOCATION See Exhibit A-2 Latitude: Longitude: DEPTH Topsoil 1.0 SANDY LEAN CLAY (CL), orange, medium stiff CLAYEY SAND (SC), light gray, orange and red, medium dense Boring Terminated at Feet Stratification lines are approximate. In-situ, the transition may be gradual. Advancement Method: 2 1/4 inch Hollow Stem Auger Abandonment Method: WATER LEVEL OBSERVATIONS While drilling BORING LOG NO. B-1 Surface Elev.: 123 (Ft.) Beacon Drive Winterville, North Carolina Rea Ventures Group LLC CLIENT: Atlanta, GA ELEVATION (Ft.) DEPTH (Ft.) See Exhibit A-3 for description of field procedures. See Appendix B for description of laboratory procedures and additional data (if any). See Appendix C for explanation of symbols and abbreviations. WATER LEVEL OBSERVATIONS SAMPLE TYPE N= 3-- N=10 Hammer Type: Automatic Notes: Boring Started: 3/3/2016 Drill Rig: ATV FIELD TEST RESULTS Project No.: SAMPLE 1 2 WATER CONTENT (%) Page 1 of 1 Boring Completed: 3/3/2016 Driller: Carolina Drilling, Inc. Exhibit: A-18 ATTERBERG LIMITS LL-PL-PI PERCENT FINES

36 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL PROPOSED ABBINGTON CROSSING APARTMENTS; WILSON, NC.GPJ TERRACON201.GDT 3/18/16 PROJECT: Proposed Abbington Crossing Apartments SITE: GRAPHIC LOG Lipscomb Road Wilson, NC LOCATION See Exhibit A-2 Latitude: Longitude: DEPTH ELEVATION (Ft.) Topsoil CLAYEY SAND (SC), dark brown, light gray and orange, very loose to loose SANDY LEAN CLAY (CL), light gray and orange, medium stiff CLAYEY SAND (SC), trace mica, light gray and orange, medium dense SANDY LEAN CLAY (CL), trace mica, light gray and orange, soft to medium-stiff 23.0 FAT CLAY (CH), light gray and orange, stiff 2.0 Boring Terminated at 2 Feet Stratification lines are approximate. In-situ, the transition may be gradual. Advancement Method: 2 1/4 inch Hollow Stem Auger Abandonment Method: WATER LEVEL OBSERVATIONS While drilling BORING LOG NO. B-16 Surface Elev.: 122 (Ft.) Beacon Drive Winterville, North Carolina Rea Ventures Group LLC CLIENT: Atlanta, GA DEPTH (Ft.) See Exhibit A-3 for description of field procedures. See Appendix B for description of laboratory procedures and additional data (if any). See Appendix C for explanation of symbols and abbreviations WATER LEVEL OBSERVATIONS SAMPLE TYPE N= N= N=8-6-7 N= N= N= 4-- N=10 Hammer Type: Automatic Notes: Boring Started: 3/3/2016 Drill Rig: ATV FIELD TEST RESULTS Project No.: SAMPLE WATER CONTENT (%) Page 1 of 1 Boring Completed: 3/3/2016 Driller: Carolina Drilling, Inc. Exhibit: A-19 ATTERBERG LIMITS LL-PL-PI PERCENT FINES

37 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL PROPOSED ABBINGTON CROSSING APARTMENTS; WILSON, NC.GPJ TERRACON201.GDT 3/18/16 PROJECT: Proposed Abbington Crossing Apartments SITE: GRAPHIC LOG Lipscomb Road Wilson, NC LOCATION See Exhibit A-2 Latitude: Longitude: DEPTH Topsoil 1.0 SILTY SAND (SM), light tan and gray, very loose CLAYEY SAND (SC), light gray, red, and orange, loose SANDY LEAN CLAY (CL), light gray and red orange, medium stiff CLAYEY SAND (SC), light gray and orange, medium dense FAT CLAY WITH SAND (CH), trace mica, light gray, orange and dark gray, medium stiff 23.0 FAT CLAY (CH), trace mica, light gray and orange, medium stiff 2.0 Boring Terminated at 2 Feet Stratification lines are approximate. In-situ, the transition may be gradual. Advancement Method: 2 1/4 inch Hollow Stem Auger Abandonment Method: WATER LEVEL OBSERVATIONS While drilling BORING LOG NO. B-17 Surface Elev.: 122 (Ft.) Beacon Drive Winterville, North Carolina Rea Ventures Group LLC CLIENT: Atlanta, GA ELEVATION (Ft.) DEPTH (Ft.) See Exhibit A-3 for description of field procedures. See Appendix B for description of laboratory procedures and additional data (if any). See Appendix C for explanation of symbols and abbreviations WATER LEVEL OBSERVATIONS SAMPLE TYPE N= N= N=7 4-- N= N= N= N=8 Hammer Type: Automatic Notes: Boring Started: 3/3/2016 Drill Rig: ATV FIELD TEST RESULTS Project No.: SAMPLE WATER CONTENT (%) Page 1 of Boring Completed: 3/3/2016 Driller: Carolina Drilling, Inc. Exhibit: A-20 ATTERBERG LIMITS LL-PL-PI PERCENT FINES 37

38 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL PROPOSED ABBINGTON CROSSING APARTMENTS; WILSON, NC.GPJ TERRACON201.GDT 3/18/16 PROJECT: Proposed Abbington Crossing Apartments SITE: GRAPHIC LOG Lipscomb Road Wilson, NC LOCATION See Exhibit A-2 Latitude: Longitude: DEPTH ELEVATION (Ft.) Topsoil CLAYEY SAND (SC), trace organics, dark brown, gray and orange, very loose to loose CLAYEY SAND (SC), gray and orange, medium dense 13.0 SANDY LEAN CLAY (CL), light gray and orange, medium stiff 18.0 FAT CLAY (CH), light gray and orange, medium stiff to stiff 2.0 Boring Terminated at 2 Feet Stratification lines are approximate. In-situ, the transition may be gradual. Advancement Method: 2 1/4 inch Hollow Stem Auger Abandonment Method: WATER LEVEL OBSERVATIONS While drilling BORING LOG NO. B-18 Surface Elev.: 121 (Ft.) Beacon Drive Winterville, North Carolina Rea Ventures Group LLC CLIENT: Atlanta, GA DEPTH (Ft.) See Exhibit A-3 for description of field procedures. See Appendix B for description of laboratory procedures and additional data (if any). See Appendix C for explanation of symbols and abbreviations WATER LEVEL OBSERVATIONS SAMPLE TYPE N= N=6 --6 N= N= N= N= N=11 Hammer Type: Automatic Notes: Boring Started: 3/3/2016 Drill Rig: ATV FIELD TEST RESULTS Project No.: SAMPLE WATER CONTENT (%) Page 1 of 1 Boring Completed: 3/3/2016 Driller: Carolina Drilling, Inc. Exhibit: A-21 ATTERBERG LIMITS LL-PL-PI PERCENT FINES

39 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL PROPOSED ABBINGTON CROSSING APARTMENTS; WILSON, NC.GPJ TERRACON201.GDT 3/18/16 PROJECT: Proposed Abbington Crossing Apartments SITE: GRAPHIC LOG Lipscomb Road Wilson, NC LOCATION See Exhibit A-2 Latitude: Longitude: DEPTH ELEVATION (Ft.) Topsoil SILTY SAND (SM), trace roots, dark brown and gray, very loose CLAYEY SAND (SC), trace mica, light gray, light red and orange to orange and brown, loose to medium dense FAT CLAY WITH SAND (CH), light gray, orange, and brown, medium stiff to stiff 23.0 FAT CLAY (CH), gray, stiff 2.0 Boring Terminated at 2 Feet Stratification lines are approximate. In-situ, the transition may be gradual. Advancement Method: 2 1/4 inch Hollow Stem Auger Abandonment Method: WATER LEVEL OBSERVATIONS While drilling BORING LOG NO. B-19 Surface Elev.: 119 (Ft.) Beacon Drive Winterville, North Carolina Rea Ventures Group LLC CLIENT: Atlanta, GA DEPTH (Ft.) See Exhibit A-3 for description of field procedures. See Appendix B for description of laboratory procedures and additional data (if any). See Appendix C for explanation of symbols and abbreviations WATER LEVEL OBSERVATIONS SAMPLE TYPE N= N= N= N=7 4-- N= N=7 4-- N=10 Hammer Type: Automatic Notes: Boring Started: 3/3/2016 Drill Rig: ATV FIELD TEST RESULTS Project No.: SAMPLE WATER CONTENT (%) Page 1 of 1 Boring Completed: 3/3/2016 Driller: Carolina Drilling, Inc. Exhibit: A-22 ATTERBERG LIMITS LL-PL-PI PERCENT FINES

40 APPENDIX B LABORATORY TESTING

41 Geotechnical Engineering Report Proposed Abbington Crossing Apartments Wilson, North Carolina March 18, 2016 Terracon Project No Laboratory Test Description 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. Soils laboratory testing was performed under the direction of a geotechnical engineer and included visual classification, moisture content, grain size analysis, and Atterberg limits testing as appropriate. The results of the laboratory testing are shown on the borings logs and in Appendix B. The laboratory test methods are described in the ASTM Standards listed below: ASTM D2216 Standard Test Method of Determination of Water Content of Soil and Rock by Mass ASTM D2487 Standard Practice for Classification of Soils for Engineering Purposes (Unified Soil Classification System) ASTM D2488 Standard Practice of Description and Identification of Soils (Visual Manual Method) ASTM D422 Standard Test Method for Particle Size Analysis of Soils ASTM D1140 Standard Test Methods for Determining the Amount of Material Finer than No. 200 Sieve in Soils by Washing ASTM D4318 Standard Test Method for Liquid Limit, Plastic Limit and Plasticity Index of Soils Procedural standards noted above are for reference to methodology in general. In some cases variations to methods are applied as a result of local practice or professional judgment. Responsive Resourceful Reliable Exhibit B-1

42 GRAIN SIZE DISTRIBUTION ASTM D U.S. SIEVE OPENING IN INCHES 6 U.S. SIEVE NUMBERS /4 1/ / HYDROMETER LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GRAIN SIZE: USCS PROPOSED ABBINGTON CROSSING APARTMENTS; WILSON, NC.GPJ ATTERBERG ISSUE.GPJ 3/17/16 PERCENT FINER BY WEIGHT BORING ID D 60 D 30 D 10 C C C U COBBLES B-1 B coarse DEPTH GRAIN SIZE COEFFICIENTS GRAVEL PROJECT: Proposed Abbington Crossing Apartments SITE: 119 Lipscomb Road Wilson, NC 10 fine coarse SIEVE (size) 1 GRAIN SIZE IN MILLIMETERS % COBBLES % GRAVEL % SAND 1 1/2" 1" 3/4" 1/2" 3/8" #4 #10 #20 #40 #60 #100 # medium SAND PERCENT FINER fine 314 Beacon Drive Winterville, North Carolina 0.1 % SILT 0.01 % FINES % CLAY USCS CL CL SOIL DESCRIPTION LIGHT GRAY & ORANGE SANDY LEAN CLAY (CL) LIGHT GRAY & ORANGE LEAN CLAY WITH SAND (CL) REMARKS SILT OR CLAY PROJECT NUMBER: CLIENT: Rea Ventures Group LLC Atlanta, GA EXHIBIT: B PERCENT COARSER BY WEIGHT

43 GRAIN SIZE DISTRIBUTION ASTM D U.S. SIEVE OPENING IN INCHES 6 U.S. SIEVE NUMBERS /4 1/ / HYDROMETER LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GRAIN SIZE: USCS PROPOSED ABBINGTON CROSSING APARTMENTS; WILSON, NC.GPJ ATTERBERG ISSUE.GPJ 3/17/16 PERCENT FINER BY WEIGHT BORING ID D 60 D 30 D 10 C C C U COBBLES B-14 B coarse DEPTH GRAIN SIZE COEFFICIENTS GRAVEL PROJECT: Proposed Abbington Crossing Apartments SITE: 119 Lipscomb Road Wilson, NC 10 fine coarse SIEVE (size) 1 GRAIN SIZE IN MILLIMETERS % COBBLES % GRAVEL % SAND 1 1/2" 1" 3/4" 1/2" 3/8" #4 #10 #20 #40 #60 #100 # medium SAND PERCENT FINER fine 314 Beacon Drive Winterville, North Carolina 0.1 % SILT 0.01 % FINES % CLAY USCS CL SC SOIL DESCRIPTION ORANGE & LIGHT GRAY SANDY LEAN CLAY (CL) LIGHT GRAY & ORANGE CLAYEY SAND (SC) REMARKS SILT OR CLAY PROJECT NUMBER: CLIENT: Rea Ventures Group LLC Atlanta, GA EXHIBIT: B PERCENT COARSER BY WEIGHT

44 ATTERBERG LIMITS RESULTS ASTM D LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. ATTERBERG LIMITS PROPOSED ABBINGTON CROSSING APARTMENTS; WILSON, NC.GPJ TERRACON201.GDT 3/17/16 P L A S T I C I T Y I N D E X CL or OL CH or OH MH or OH CL-ML ML or OL Boring ID Depth LL PL PI Fines USCS Description B-1 B-6 B-14 B PROJECT: Proposed Abbington Crossing Apartments SITE: 119 Lipscomb Road Wilson, NC "U" Line "A" Line LIQUID LIMIT CL CL CL SC 314 Beacon Drive Winterville, North Carolina LIGHT GRAY & ORANGE SANDY LEAN CLAY LIGHT GRAY & ORANGE LEAN CLAY WITH SAND ORANGE & LIGHT GRAY SANDY LEAN CLAY LIGHT GRAY & ORANGE CLAYEY SAND PROJECT NUMBER: CLIENT: Rea Ventures Group LLC Atlanta, GA EXHIBIT: B-4

45 APPENDIX C SUPPORTING DOCUMENTS

46 DESCRIPTION OF SYMBOLS AND ABBREVIATIONS GENERAL NOTES Water Initially Encountered (HP) Hand Penetrometer Auger Split Spoon Water Level After a Specified Period of Time (T) Torvane SAMPLING Shelby Tube Ring Sampler Grab Sample Macro Core Rock Core No Recovery WATER LEVEL Water Level After a Specified Period of Time Water levels indicated on the soil boring logs are the levels measured in the borehole at the times indicated. Groundwater level variations will occur over time. In low permeability soils, accurate determination of groundwater levels is not possible with short term water level observations. FIELD TESTS (b/f) (PID) (OVA) Standard Penetration Test (blows per foot) Photo-Ionization Detector Organic Vapor Analyzer DESCRIPTIVE SOIL CLASSIFICATION Soil classification is based on the Unified Soil Classification System. Coarse Grained Soils have more than 0% of their dry weight retained on a #200 sieve; their principal descriptors are: boulders, cobbles, gravel or sand. Fine Grained Soils have less than 0% of their dry weight retained on a #200 sieve; they are principally described as clays if they are plastic, and silts if they are slightly plastic or non-plastic. Major constituents may be added as modifiers and minor constituents may be added according to the relative proportions based on grain size. In addition to gradation, coarse-grained soils are defined on the basis of their in-place relative density and fine-grained soils on the basis of their consistency. LOCATION AND ELEVATION NOTES Unless otherwise noted, Latitude and Longitude are approximately determined using a hand-held GPS device. The accuracy of such devices is variable. Surface elevation data annotated with +/- indicates that no actual topographical survey was conducted to confirm the surface elevation. Instead, the surface elevation was approximately determined from topographic maps of the area. RELATIVE DENSITY OF COARSE-GRAINED SOILS (More than 0% retained on No. 200 sieve.) Density determined by Standard Penetration Resistance Includes gravels, sands and silts. CONSISTENCY OF FINE-GRAINED SOILS (0% or more passing the No. 200 sieve.) Consistency determined by laboratory shear strength testing, field visual-manual procedures or standard penetration resistance STRENGTH TERMS Descriptive Term (Density) Loose Medium Dense Dense Standard Penetration or N-Value Blows/Ft. Ring Sampler Blows/Ft. Descriptive Term (Consistency) Very Loose Very Soft Standard Penetration or N-Value Blows/Ft. Ring Sampler Blows/Ft. 0-1 < Soft 00 to 1, Stiff Unconfined Compressive Strength, Qu, psf less than 00 Medium-Stiff 1,000 to 2, ,000 to 4, Very Dense > 0 > _ 99 Very Stiff 4,000 to 8, Hard > 8,000 > 30 > 42 RELATIVE PROPORTIONS OF SAND AND GRAVEL Descriptive Term(s) of other constituents Percent of Dry Weight Major Component of Sample GRAIN SIZE TERMINOLOGY Particle Size Trace With Modifier < > 30 Boulders Cobbles Gravel Sand Silt or Clay Over 12 in. (300 mm) 12 in. to 3 in. (300mm to 7mm) 3 in. to #4 sieve (7mm to 4.7 mm) #4 to #200 sieve (4.7mm to 0.07mm Passing #200 sieve (0.07mm) RELATIVE PROPORTIONS OF FINES Descriptive Term(s) of other constituents Trace With Modifier Percent of Dry Weight < - 12 > 12 Term Non-plastic Low Medium High PLASTICITY DESCRIPTION Plasticity Index > 30 Exhibit C-1

47 UNIFIED SOIL CLASSIFICATION SYSTEM Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests A Coarse Grained Soils: More than 0% retained on No. 200 sieve Fine-Grained Soils: 0% or more passes the No. 200 sieve Gravels: More than 0% of coarse fraction retained on No. 4 sieve Sands: 0% or more of coarse fraction passes No. 4 sieve Silts and Clays: Liquid limit less than 0 Silts and Clays: Liquid limit 0 or more Group Symbol Soil Classification Group Name B Clean Gravels: Cu 4 and 1 Cc 3 E GW Well-graded gravel F Less than % fines C Cu 4 and/or 1 Cc 3 E GP Poorly graded gravel F Gravels with Fines: Fines classify as ML or MH GM Silty gravel F,G,H More than 12% fines C Fines classify as CL or CH GC Clayey gravel F,G,H Clean Sands: Cu 6 and 1 Cc 3 E SW Well-graded sand I Less than % fines D Cu 6 and/or 1 Cc 3 E SP Poorly graded sand I Sands with Fines: Fines classify as ML or MH SM Silty sand G,H,I More than 12% fines D Fines classify as CL or CH SC Clayey sand G,H,I Inorganic: Organic: Inorganic: Organic: PI 7 and plots on or above A line J CL Lean clay K,L,M PI 4 or plots below A line J ML Silt K,L,M Liquid limit - oven dried Organic clay K,L,M,N 0.7 OL Liquid limit - not dried Organic silt K,L,M,O PI plots on or above A line CH Fat clay K,L,M PI plots below A line MH Elastic Silt K,L,M Liquid limit - oven dried Liquid limit - not dried Highly organic soils: Primarily organic matter, dark in color, and organic odor PT Peat 0.7 OH Organic clay K,L,M,P Organic silt K,L,M,Q A Based on the material passing the 3-inch (7-mm) sieve B If field sample contained cobbles or boulders, or both, add with cobbles or boulders, or both to group name. C Gravels with to 12% fines require dual symbols: GW-GM well-graded gravel with silt, GW-GC well-graded gravel with clay, GP-GM poorly graded gravel with silt, GP-GC poorly graded gravel with clay. D Sands with to 12% fines require dual symbols: SW-SM well-graded sand with silt, SW-SC well-graded sand with clay, SP-SM poorly graded sand with silt, SP-SC poorly graded sand with clay E Cu = D 60/D 10 Cc = D (D ) 2 x D 60 F If soil contains 1% sand, add with sand to group name. G If fines classify as CL-ML, use dual symbol GC-GM, or SC-SM. H If fines are organic, add with organic fines to group name. I If soil contains 1% gravel, add with gravel to group name. J If Atterberg limits plot in shaded area, soil is a CL-ML, silty clay. K If soil contains 1 to 29% plus No. 200, add with sand or with gravel, whichever is predominant. L If soil contains 30% plus No. 200 predominantly sand, add sandy to group name. M If soil contains 30% plus No. 200, predominantly gravel, add gravelly to group name. N PI 4 and plots on or above A line. O PI 4 or plots below A line. P PI plots on or above A line. Q PI plots below A line. Exhibit C-2